SW8131209_HISTORICAL FILE_20140108

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 l 3l Z O q
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
C� HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
1614 h 1D T
YYYYMMDD

F
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Energy, Mineral, and Land Resources
Tracy E. Davis, PE, CPM Pat McCrory, Governor
Director John E. Skvarla, III, Secretary
January 8, 2014
Commanding Officer
USMCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
1005 Michael Road
Camp Lejeune, NC 28542
Subject: State Stormwater Management Permit No. SW8 131209
P-726 Regional Communication Station
High Density Commercial Wet Detention Pond Project
Onslow County
Dear Mr. Paul:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for P-726 Regional Communication Station on January 7, 2014. Staff review of
the plans and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Title 15A NCAC 2H.1000 and Session Law 2008-211. We
are forwarding Permit No. SW8 131209 dated January 8, 2014, for the construction, operation
and maintenance of the BMP's and built -upon areas associated with the subject project.
This permit shall be effective from the date of issuance until January 8, 2022, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
conditions listed in this permit regarding the Operation and Maintenance of the BMP(s),
recordation of deed restrictions, procedures for changing ownership, transferring the permit, and
renewing the permit. Failure to establish an adequate system for operation and maintenance of
the stormwater management system, to record deed restrictions, to transfer the permit, or to
renew the permit, will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150E of the North
Carolina General Statutes, and must be filed with the OAH within thirty (30) days of receipt of
this permit. You should contact the OAH with all questions regarding the filing fee (if a filing fee
is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC
27699-6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com.
Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
Linda Lewis in the Wilmington Regional Office, at [phone].
Sinc r
ely,
d�sc�
gn racy Davis, P.E., Director
Division of Energy, Mineral and Land Resources
GDS/arl: G:1WQ&aredlStormwaterlPermits & Projects120131131209 HD12014 01 permit 131209
cc: Crystal Hill, P.E., Hankins and Anderson
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 Phone: [phone] Fax: [phone]

State Stormwater, Management Systems
Permit No. SW8 131209
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commanding Officer, MCB Camp Lejeune
P-726 Regional Communication Station
Curtis Road, between C Street and McAvoy Street, MCB Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of one (1) wet detention pond in compliance with
the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter collectively
referred to as the "stormwater rules') the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by the
Division and considered a part of this permit.
This permit shall be effective from the date of issuance until January 8, 2022, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff
as described in Section 1.7 of this permit. The stormwater control has been designed
to handle the runoff from a total of 137,650 square feet of impervious area, which
includes 67,083 sf of proposed BUA; 8,712 sf of existing BUA; 13,939 sf of offsite
BUA; and 47,916 sf of future BUA.
A 50' wide vegetative buffer must be provided and maintained adjacent surface
waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of both sides of streams and rivers and the
mean high water line of tidal waters.
4. The orifice discharge from the wet detention pond must be directed into a 30-foot
vegetated filter strip designed to pass the peak flow from the design storm in a diffuse,
non -erosive manner. All runoff in excess of the design storm shall bypass the filter.
5. The BMP will be limited to the treatment of that maximum amount of built -upon area
indicated in Sections 1.2 and 1.7 of this permit, and per approved plans. The built -upon
area for the future development is limited to 47,916 square feet.
6. The runoff from all built -upon area within the permitted drainage area of this project
must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 131209
VA
The following design criteria have been provided in the wet detention pond and must
be maintained at design condition:
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Drainage Area, acres:
Onsite, ft :
Offsite, ft2:
Total Impervious Surfaces, ft2:
Onsite New, ft2:
Onsite Existing, ft2:
Offsite, ft :
Future, ft2:
Design Storm, inches:
Average Pond Design Depth, feet:
TSS removal efficiency:
Permanent Pool Elevation, FMSL:
Permanent Pool Surface Arej, ft2:
Permitted Storage Volume, ft :
Temporary Storage Elevation, FMSL:
Pre-dev. 1 yr-24 hr. discharge rate, cfs:
Controlling Orifice:
Average Orifice flowrate, cfs:
Permitted Forebay Volume, ft3:
Fountain Horsepower
Receiving Stream/River Basin:
Stream Index Number:
Classification of Water Body:
11. SCHEDULE OF COMPLIANCE
5.23
169,449
58,370
137,650
67,083
8,712
13,939
47,916
1.5
3.5
85% (a 30' vegetated filter is required)
10.5
10,646
20,154
12.0
10.78
2 "0 pipe
0.072
4,806
N/A (PPV <30000 cf)
Stick Creek / WOK02
19-15
"SC HQW NSW"
The stormwater management system shall be constructed in its entirety, vegetated
and operational for its intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall, at all times, provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency. The signed
and approved Operation and Maintenance Agreement must be followed in its entirety
and maintenance must occur at the scheduled intervals.
4. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DENR. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
5. Decorative spray fountains will not be allowed in the stormwater treatment system
because the permanent pool volume is less than 30,000 cubic feet
6. The facilities shall be constructed in accordance with the conditions of this permit, the
approved plans and specifications, and other supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has
been installed in accordance with this permit, the approved plans and specifications,
and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for
those deviations.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 131209
8. If the stormwater system was used as an Erosion Control device, it must be restored
to design condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
9. Access to the stormwater facilities for inspection and maintenance shall be maintained
at all times.
10. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. Further development, subdivision, acquisition, lease or sale of any, all or part of
the project area.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
e. The construction of any future BUA allocation listed on the application.
11. The Director may notify the permittee when the permitted site does not meet one or
more of the minimum requirements of the permit. Within the time frame specified in
the notice, the permittee shall submit a written time schedule to the Director for
modifying the site to meet minimum requirements. The permittee shall provide copies
of revised plans and certification in writing to the Director that the changes have been
made.
12. Approved plans and specifications for this project are incorporated by reference and
are enforceable parts of the permit. A copy of the approved plans and specifications
shall be maintained on file by the Permittee at all times.
III. GENERAL CONDITIONS
Any individual or entity found to be in noncompliance with the provisions of this
storrmwater management permit or the requirements of the Stormwater rules is
subject to enforcement procedures as set forth in G.S. 143 Article 21.
The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
In the event that the facilities fail to perform satisfactorily, the Permittee shall take
immediate corrective action, including those as may be required by DEMLR, such as
the construction of additional or replacement stormwater management systems.
4. This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation as
listed on the form, to the Division at least 60 days prior to any one or more of the
following events:
a. An ownership change including the sale or conveyance of the project area in
whole or in part;
b. A name change of the current permittee;
c. A name change of the project;
d. A mailing address change of the permittee;
5. The permittee is responsible for compliance with all permit conditions until such time
as the Division approves the transfer request.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 131209
6. Subject to Base entry requirements, the permittee grants DENR Staff permission to
enter the property during normal business hours for the purpose of inspecting all
components of the permitted stormwater management facility.
7. The permit remains in force and effect until modified, revoked, terminated or renewed.
The permit may be modified, revoked and reissued or terminated for cause. The filing
of a request for a permit modification, revocation and re -issuance or termination does
not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 8t" day of January 2014.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 131209
P-726 Regional Communication Station.
Stormwater Permit No. SW8 131209
Onslow County
Designer's Certification
I, , as a duly registered in the State
of North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best
of my abilities, due care and diligence was used in the observation of the project construction
such that the construction was observed to be built within substantial compliance and intent
of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 131209
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting
of the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. Required drawdown devices are correctly sized and located per the approved
plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded common
areas, or recorded easements.
cc: NCDENR-DEMLR Wilmington Regional Office
Page 7 of 7

., Fa DENR Use ONLY
e�� ReWewer:
y, North Carolina Department of Environment and 5�� $ JI
t/ Natural Resources
NCDENR Request for Express Permit Review
Confmm
FILL-IN all the Information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the applicatio
acp kane of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296.4698;alison.davidson(a)_ncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919-7914203; david.lee(dncdenrgov
• Mooresville & Winston Salem Region - Patrick Grogan 704-235-2107 or patrick.grogan(a)ncdonr.gov
• Washington Region -Lyn Hardison 252-948-3842 or lyn.hardison &_ncdenr.gov
• Wilmington Region -Cameron Weaver 910-796-7303 or cameron.weaverfincdenrgov
NOTE. Project application received after 12 noon will be stamped in the following work day.
Project Name: P-676 CH-53K MAINTENANCE TRAINING FACILITY County: ONSLOW
Applicant: TOM MULLEN Company: NAVFAC MIDLANT, MARINE CORP NORTH CAROLINA IPT
Address: 8742 MARYLAND AVE City: NORFOLK, State: VA Zip: 23511.3095
Phone: [phone], Fax: _ _ _, Email: [e-mail]
Provided ExistingPermits
ermits
related to thisProiect
SW 8131209
SW
S,A. —
NPDES 2014048
NPDES
Wo
WQ
E&S
E&S
Other
Physical Location: I I
SE CORNER OF INTERSECTION OF CURTIS RD AND MCAVOY ST. MCB CAMP LEJUNE
Project Drains into STICK CREEK waters — Water classification SC HCW NSW (for classification see-
hNp:tlportal.ncdenr.org/webiwq/ps u/classifications)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N, within Y2 mile and draining to class SA waters N. or within 1 mile
and draining to class HOW waters? Y
Engineer/Consultant: JAMES J. MULLEN JR Company: BARGE WAGGONER SUMNER & CANNON. INC.
Address: 23312TH STREET, SUITE 900 City: COLUMBUS, State: GA Zip: 31901
Phone: [phone], Fax: _ _ _, Email: 'imi mullen [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$21000000.00 #100 JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY %DWQ, ❑ DCM, IVDLR, ❑ OTHER: _
SECTION TWO: CHECK ONLY THE PROGRAM IS) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Var moe
❑ State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site (SW _ (Provide permit #))
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _# Treatment Systems /❑ MOD:❑ Major [IMinor ElPlan Revision ❑ Redev. Exclusion SW (Provide pem,u n)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality
❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed,(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ® No
Received from US ACOE ❑ Yes ❑ No
Buffer Impacts: ® No ❑ YES: _acre(s)
Isolated welland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
__.____.—.__.__. _....__..I'or DENR usconly_..
FaeSolftformultioleoermhs: (Cheek# 1 � Total Fan Amount E
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
variance (❑ Mai; Min)
$
SW (❑ HD, ❑ LD, Gen)
$
1 401:
$
LQS
$
1 Stream Deter—
$
NCDENR EXPRESS January 2014

PROJECT: P-676 CH-53K MAINTENANCE TRAINING FACILITY MCB
Camp LeJune, NC.
SITE/CIVIL
The project involves the construction of the new P-676 CH-53K Maintenance Training Facility
including the building, concrete apron, and parking facilities to the east of the proposed P-726
Regional Communication Station site. The new P-676 facility will be situated with its long axis
orientated in an east -west direction and the short axis parallel to McAvoy Street. A new
concrete apron and access drive will be provided from McAvoy Street to the south side of the
new facility and extended to the north side of the existing AS255 building. A POV parking area
with 109 vehicles will be constructed to the north of the P-676. The POV parking area will also
include six motorcycle spaces, three visitor spaces and five accessible parking areas. The parking
lot will have two entrances from the adjacent streets — one from Curtis Rd and one from McAvoy
Street. Emergency vehicle access will be maintained at the site by extending the reinforced grass
geocell system in front of P-726, along the north side of P-676, to McAvoy Street. The geocell
system will be restrained by using a flush barrier curb system on both sides.
The P-676 site will be developed with a post -developed impervious area that exceeds the pre -
developed impervious area by only .08 acres. The RFP and subsequent RFI answers indicate that
the stormwater management features provided as part of the P-726 will manage the required
water quality from the P-676 site to meet the North Carolina Department of Environment and
Natural Resources (NCDENR). The NCDENR Stormwater Management Permit for the P-726
project provided for water quality and quantity for 1.34 acres of the P-676 site to include 1.10
acres of impervious. The current design calls for a total of 1.18 acres of the total site including .72
acres of impervious going to the permitted forebay and detention pond. This .72 acres of
impervious being treated more than compensates for the additional .08 acre increase between
pre and post development. Bypass runoff from the northern parking lot and concrete apron have
been designed such that the pre -development rate and volume to the existing northeast and
southeast outfalls will not be exceeded in the post development design in accordance with
Energy Independence and Security Act (EISA) Section 438 requirements. Low Impact
Development (LID) strategies will be implemented throughout the site by minimizing the use of
curbs, allowing stormwater runoff to sheet flow onto grassed areas, installing a geocell system for
emergency vehicles, and providing landscaped areas within the proposed parking lot.
EROSION AND SEDIMENT CONTROL
An Erosion and Sediment Control Plan will be prepared for the P-676 building area. This plan
will be incorporated into the existing permitted plan for the P-726 project and a modification to
the permit will be submitted to NCDENR, Division of Energy, Mineral and Land Resources for
review and permit.

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TIME :01-08-2014 11:49
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
FAX COVER SHEET John E Skvar(a III, Secretary
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Pat McCrory, Governor FAX COVER SHEET John ESkvarla III, Secretary
Date: Z0� % No. Pages (excl. cover): /
To: /r C/� L , 7 /�From: Jo Casmer
Co: �� ETEU// E , `� Phone: [phone]
Fax: 7 — 2" 9 z Fax: [phone]
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127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

WET DETENTION POND ANALYSIS -ALL RULES
FILENAME:
G:\WQ\Shared\Stormwater\Permits&Projects\2013\131209HD\201403excel_WP 131209
PROJECT #: SW8
131209
REVIEWER: L.-Lewis
Initial Run Date December 19, 2013'
PROJECT NAME:
P-726 Regional Communications Station
Last modified 08-Jan-14
Receiving Stream:
IStick Creek
I
Class: SC HOW NSW
Drainage Basin:
1WOK02
Within 1/2 mile? DY or N
Index No. 119-15 1
Site Area 4.50 acres OO Onsite Draina,
Is new DA being added? N Y or N New Added DA
Rules- "2008" or "Ph2" 2008 Offsite DA
I I Total DA
IMPERVIOUS AREAS - BUA Runoff C
Buildings 17534.00 square feet 1
Street 11912.00 square feet 0.98
Parking and SW 20585.00 square feet 0.95
Future 47916.00 square feet 0.95
Offsite 13939.00 square feet 0.95
Other and Existing 25764.00 square feet 0.95
BUA at Old DS® square feet 2?
TOTAL F 137650.00 Isauarefeet
SURFACE AREA CALCULATION (including old and new DA and BUA)
Overall % Impervious 60.42%
(3Average Design Depth 3.5 feet
TSS, 85 or 90: 85 %
®Drainage Area LOC
BUA
Post development Rv=
Old BUA Design Storm
Old BUA Design Volume
1.5" New BUA Design Storm Volume
1 yr. 24 hour precipitation depth (inches) from NOAA chan
Predevelopment Rv value (0.05 if no existing BUA)
1 yr. 24 hr. Pre -development volume
1 yr. 24 hr, Post -development volume
2008 Design Volume 16909 cubic feet
Phase 2 Design Volume 16909 cubic feet
Required Volume
16909
cf
Top of Sediment
5.30
mist ........
Bottom of Shelf
10.00
msl.........
Permanent Pool
10.50
msl.........
Top of Shelf
11.00
msl.........
Temporary Pool
12.00
msl.........
Volume met at elev
11.77
msl
"Vol. Prov. at TPE
20198
cf
11 only works if TPE > top of shelf elevation
user input req.
formula
Breakdown of BUA @ old DS
Buildings/Lots
Street
Parking / SW
Other
SA/DA Ratio 4.530/
Req. SA 10319 sf
Prov. SA 10646 sf
unitless
inches
Note: do not include previously approved BUA as emstinf
cubic feet
cubic feet
. Pool Volume=
Forebay Volume=
ded Volume=
1.0
ORIFICE CALCULATION
Average Head
Flow Q2, cfs
Flow Q5, cfs
No. of Orifices
Diameter, inches
Drawdown =
1 yr 24 hr intensity, in/hr
Runoff Coefficient
feet Q2 Area 4.26
cfs Q5 Area 1 1.70
cfs Orifice Area 3.14
Avg. Flow Q=1 0.072
or weir H x W in x
days '# of end contractions, N =
NOAA chart @t discharge coefficient, C =
unitless Effective weir length, L =
sq. inches
sq. inches
sq. inches
cfs
in
3.32
0.00
0.47
0.098
0.039
1
2.00
2.7
5.87
0.68
1 yr 24 hr peak Q
Orifice flow<lyr24hr?

P-726 REGIONAL COMMUNICATION STATION
STORMWATER MANAGEMENT PERMIT PLAN REVISION
SITE/CIVIL NARRATIVE
The project involves the construction of the new P-676 CH-53K Maintenance Training Facility
including the building, concrete apron, and parking facilities to the east of the proposed P-726
Regional Communication Station site( Storm water Permit No. SW 8 131209). The new P-676
facility will be situated with its long axis orientated in an east -west direction and the short axis
parallel to McAvoy Street. A new concrete apron and access drive will be provided from McAvoy
Street to the south side of the new facility and extended to the north side of the existing AS255
building. A POV parking area with 108 vehicles will be constructed to the north of the P-676. The
POV parking area will also include six motorcycle spaces, three visitor spaces and five accessible
parking areas. The parking lot will have two entrances from the adjacent streets — one from
Curtis Rd and one from McAvoy Street. Emergency vehicle access will be maintained at the site
by extending the reinforced grass geocell system in front of P-726, along the north side of P-676,
to McAvoy Street. The geocell system will be restrained by using a flush barrier curb system on
both sides.
The P-676 site will be developed with a post -developed impervious area that exceeds the pre -
developed impervious area by only 6,099SF..The stormwater management features provided as
part of the P-726 will provide the required water quality from the P-676 site to meet the North
Carolina Department of Environment and Natural Resources (NCDENR) requirements. The
NCDENR Stormwater Management Permit for the P-726 project provided for water quality and
quantity for 58,370 SF of the P-676 site to include 47,916 SF of impervious. The current design
for P-676 calls for a total of 49,658 SF of the total site including 31,363 SF of impervious going to
the permitted forebayand detention pond. This 31,363 SF of impervious being treated more than
compensates for the additional 6,099 SF increase between pre and post development. Bypass
runoff from the northern parking lot and concrete apron have been designed such that the pre -
development rate and volume to the existing northeast and southeast outfalls will not be
exceeded in the post development design in accordance with Energy Independence and Security
Act (EISA) Section 438 requirements. Low Impact Development (LID) strategies have been
implemented throughout the site by minimizing the use of curbs, allowing stormwater runoff to
sheet flow onto grassed areas, installing a geocell system for emergency vehicles, and providing
landscaped areas within the proposed parking lot.
As discussed at our scoping meeting with NCDENR on Thursday August 14, 2014, we were advised
to revise the existing storm water plans for the P-726 project to incorporate the new P-676
project. The revised permit plans, BUA calculations, application form and permit fees are
attached herewith for review and approval.
EROSION AND SEDIMENT CONTROL
An Erosion and Sediment Control Plan has been prepared for the P-676 project. This plan along
with the applicable application forms and review fees will be submitted concurrently with the
Stormwater Management Permit Plan Revision to NCDNER for review and approval.

Lewis,Linda
From:
Lewis,Linda
Sent:
Wednesday, January 08, 2014 4:48 PM
To:
Towler GS03 David; [e-mail]
Cc:
Crystal Hill ([e-mail])
Subject:
P-726
All- I forgot about the VFS O&M agreement — the permit was mailed out today without the VFS O&M agreement. I will
send a copy of it to Mr. Paul under separate cover. Please make sure it get attached to the permit documents that Mr.
Paul will be receiving via USPS shortly.
Thanks.
Linda Lewis
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Main Office — 910-796-7215
Direct Line — 910-796-7343
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to
third parties.

Crystal Hill
From:
Crystal Hill
Sent:
Friday, December 27, 2013 4:11 PM
To:
'Lewis,Linda'
Cc:
Scott, Georgette
Subject:
RE: SW8 131209 P726 Regional Comm. Station
Attachments:
VFS Supplement.pdf; Updated Drawdown Calculation.pdf; Updated Wet Basin
Supplement.pdf; Revised Plan Drawing.pdf
Below are responses to the emailed comments.
1. Attached is the supplement form for the vegetative filter strip. Thomas Bradshaw will be sending the signed
O&M for the VFS.
2. The drawdown calculations have been revised to use the required volume of 16909 cf. This change caused the
orifice to be revised from a 2.5" to a 2". Attached is the updated drawdown calculation, wet basin supplement
(changes highlighted) and weir detail (which was moved from C-506 to C-508).
3. Attached is sheet C-702. Hard copies will be overnighted via Fed Ex for Monday morning delivery.
4. Trash rack has been added to the weir detail. Weir detail has been moved to sheet C-508. Please see attached
C-508.
Summary of attached plan sheet changes (changes are also highlighted):
C-302 — updated detail reference
C-506 — removed weir detail
C-508 —added updated weir detail (this sheet was not previously submitted)
C-702 — not previously submitted
All the attached revised documents will be overnight for Monday morning delivery via Fed Ex. Please let me know if you
have any questions or need any additional information.
Thanks,
Crystal Hill, PE, LEED AP BD+C
Sr. Civil Engineer
H&A Architects & Engineers I www.ha-inc.com
d: [phone] p: [phone] f: [phone]
From: Lewis,Linda [mailto:[e-mail]]
Sent: Friday, December 20, 2013 3:32 PM
To: Crystal Hill
Cc: Scott, Georgette
Subject: SW8 131209 P726 Regional Comm. Station
Crystal:
I have reviewed the Express application and have only a few minor comments:
1. Since you are using an 85%TSS pond with a vegetated filter strip, please complete the corresponding
supplement form and provide a signed 0&M.
2. The rules only require the design storm (16909 cf in this case) to be drawn down in 2-5 days. Use of a 2.5"
diameter orifice allows the 1.5" volume to drain out in less than 2 days. Instead of using the full provided
volume of 20,154 cf to size the orifice, please use the design storm volume of 16909 cf. Everything else about
the orifice calculation stays the same.
3. Please provide 2 copies of Sheet C-702, the post -developed drainage area map. Neither of the 2 plan sets
received have this sheet. Please be sure to identify the 169,449 sf onsite DA and the 58,370 sf offsite DA.

r�
4. Please provide a trash rack for the overflow weir.
Please submit the requested information by December 27, 2013.
I will not be in the office after today, so I may not be able to get to it until I return on January 6, 2014. 1 will draft the
permit, leaving out the orifice size, and email my supervisor to see if one of the other Express reviewers who will be in
the office next Friday, or on Dec. 30, can take a look at the resubmitted information.
Georgette -this is a list of the things that need to be done:
1. Add the VFS supplement form and 0&M to the application;
2. Plug in the orifice size into the permit (yellow highlight)
3. Switch out the detail sheet C-506 with the new one;
4. Add the DA map sheet C-702;
5. Approve the plans and issue the permit.
Thanks,
Linda Lewis
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Main Office - 910-796-7215
Direct Line - 910-796-7343
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to
third parties.

Lewis,Linda
From: Lewis,Linda
Sent: Friday, December 20, 2013 3:32 PM
To: Crystal Hill ([e-mail])
Cc: Scott, Georgette
Subject: SW8 131209 P726 Regional Comm. Station
Crystal:
I have reviewed the Express application and have only a few minor comments:
1. Since you are using an 85%TSS pond with a vegetated filter strip, please complete the corresponding
supplement form and provide a signed O&M.
2. The rules only require the design storm (16909 cf in this case) to be drawn down in 2-5 days. Use of a 2.5"
diameter orifice allows the 1.5" volume to drain out in less than 2 days. Instead of using the full provided
volume of 20,154 cf to size the orifice, please use the design storm volume of 16909 cf. Everything else about
the orifice calculation stays the same.
3. Please provide 2 copies of Sheet C-702, the post -developed drainage area map. Neither of the 2 plan sets
received have this sheet. Please be sure to identify the 169,449 sf onsite DA and the 58,370 sf offsite DA.
4. Please provide a trash rack for the overflow weir.
Please submit the requested information by December 27, 2013.
I will not be in the office after today, so I may not be able to get to it until I return on January 6, 2014. 1 will draft the
permit, leaving out the orifice size, and email my supervisor to see if one of the other Express reviewers who will be in
the office next Friday, or on Dec. 30, can take a look at the resubmitted information.
Georgette — this is a list of the things that need to be done:
1. Add the VFS supplement form and 0&M to the application;
2. Plug in the orifice size into the permit (yellow highlight)
3. Switch out the detail sheet C-506 with the new one;
4. Add the DA map sheet C-702;
5. Approve the plans and issue the permit.
Thanks,
Linda Lewis
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Main Office — 910-796-7215
Direct Line — 910-796-7343
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to
third parties.

TRANSMITTAL
COMPANY: NCDENR
SENDER:
RECIPIENT: Cameron Weaver and Georgette Scott CC:
ADDRESS: Wilmington Office
PHONE #:
DATE:
Crystal Hill
December 27, 2013
PROJECT: P-726 Regional Communication Station PROJECT #: 6163.13
CONTENTS: Identify if Contents are Attached
F Prints r, Electronic Media r Specifications r7 Submittal r Other
SHIPPING METHOD: FedEx - Priority Overnight
DESCRIPTION
COPIES,
ACTION
CODE
1. VFS Supplement
1
F
2. Updated Drawdown Calculations
1
F
3. Updated Wet Basin Supplement (per updated Drawdown Calculations)
1
F
4. Revised Plan Drawings (full size sheets C-302, C-506, C-508 and C-702.
2
F
5. Email — Responses to Linda Lewis emailed comments
1
F
6.
7.
8.
If any Action Codes are omitted or conflict with information included in the attached documentation, please contact the sender
immediately for clarification.
ACTION CODES: A For your information C As requested E Refer to remarks below or on attached
sheet(s)
B For your action D Refer to Submittal Review F For submission
REMARKS:
This are responses per Linda Lewis's email comments. This email and response back to Georgette Scott is also
attached.
H&-
onsommoffTfAggrim.mm
ARCHITECTS & ENGINEERS
ECEOVE
DEC 3 12013
av —
4880Seder Road, Suite 300
Glen Allen, VA 23060
T I8043 285.4171I F [phone]
!.A<d aF. VISION "6U1 i204

TRANSMITTAL
COMPANY: NCDENR SENDER: Crystal Hill
RECIPIENT: Cameron Weaver CC:
ADDRESS: Wilmington Office
PHONE M DATE: December 10, 2013
PROJECT: P-726 Regional Communication Station PROJECT M 6163.13
CONTENTS: Identify if Contents are Attached
❑ Prints ❑ Electronic Media ❑ Specifications r Submittal ❑Other
SHIPPING METHOD: FedEx - Priority Overnight
DESCRIPTION
COPIES
ACTION
CODE
1. Application fee $4000.00
1
F
2. Permit Application
1
F
3. USGS Quad Map
1
F
4. Geotechnical Reports
1
F
5. O&M
1
6. Supplement
1
F
7. Calculations
1
F
8. Plans (full size) — Drawings T1, C-001, C-002, C-101, C-102, C-301, C-
302, C-401, C-402, C-501, C-505-C-507, C-611,C-612, C-701, C-702, C-
802-C-804, L-101, L-102, L-601
2
F
If any Action Codes are omitted or conflict with information included in the attached documentation, please contact the sender
immediately for clarification.
ACTION CODES: A For your information C As requested E Refer to remarks below or on attached
sheet(s)
B For your action D Refer to Submittal Review F For submission
REMARKS:
ECEI 6/ G
For 1st Submission
DEC 1 1 2013
BY
Ll&k
ARCHITECTS R ENGINEERS
4880 Sadler Road, Suite 300
Glen Allen, VA 23060
T (804) 285.41711 F (BO41 217,8520
LOST REVISION 0612112012
r

4880 Sadler Road, Suite 300 SUNThUST 169891
Glen Allen, Virginia 23060 RICHMOND,
Hsi 804.285.4171 VIRGINIA
Fw-v"� irw9aft 804.217.8520 Fax 68-2/510 CHECK DATE
HANKINS & ANDERSON December 1, 2013
PAY ;',Four Thousand and 00/100 Dollars AMOUNT
4,000.00
'--To NC Department of Enviromental and Natural Resources
127 Cardinal Di
Wilmington, NC 28405
HEIR�VERSnSiOE105THISIDOCUAIENlii;;CEUDEbfAISECURIT,YJSCREENiBACKER MMA001
b C3989VI 1:0SL000020l:&00005LaSS32LllI

Check Date: 121112013
InvoiceNumbf;r
I Date
I Voucher
Amount
Discounts
Previous Pay
Net Amount
Review Fee 1
111/22/2013_
1000000039789
4,000.00
4,000.0
NC Departmertt of Enviromental and NatuFal
SunTrust Bank 18
)
I ' 0157.1
TOTAL,
I(
\ \/ 4%000.00
1
4,000.0
HANKINS & ANDERSON

P-726 REGIONAL COMMUNICATION COMPLEX
MCAS NEW RIVER, NORTH CAROLINA
STORMWATER MANAGEMENT CALCULATIONS
DECEMBER 5, 2013
TABLE OF CONTENTS
STORMWATER MANAGEMENT NARRATIVE
Y
STORMWATER RAINFALL DATA
WET POND CALCULATIONS
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Stormwater Management Narrative

P-726 Regional Communication Station
MCAS New River, North Carolina
The P-726 Regional Communication Station site is generally described as south of Curtis Road, Building
AS240 (Theater) and Building AS236 (Chapel) and west of McAvoy Street. There are drainage ditches
running on the north, south and west sides of the site. The drainage ditches are about 3 feet deep. The
site has a variety of trees 14"-24" in diameter and a softball field exists on the site, which will be
removed.. The topography slopes between 0.5%- 1% away from the center of the site.
The P-726 project will construct a 19,597 square foot Regional Communication Station with a entrance
road (C Street), site access road, gravel service area, grass paver fire lane, 41 space parking lot (which
is a bid option, but included in the wet pond design), and associated sidewalks. The gravel service area
and grass paver fire line are considered impervious for the stormwater design of the site.
Per the geotechnical report, the site has a high seasonal high water table and poor infiltration rates.
For stormwater management, the site has one BMP a wet pond. The wet pond is designed to remove
90%TSS per the NCDENR BMP Manual. The wet pond is also designed for the future development of
P676 project. This area will be listed as "future" on the permit application. The new road C Street does
not discharge into the wet pond. It discharges into grass ditches that discharge into existing drainage
ways. There is an offsite existing impervious areas, built prior to 1988, which did discharge into the
same drainage ways at C Street does and is not currently treated by any type of BMP. This area is
being picked up and treated in the wet pond to compensate for the new C Street impervious area. Due
to the depth of the existing drainage ways, bringing drainage from C Street over to the wet pond is not
feasible. Also due to the soil conditions and limited space between existing buildings and drainage
ways, having a separate BMP just for C Street was not feasible.
No wetlands exist on site. The site is located in the White Oak River Basin. The site discharges into an
unnamed tributary for 1095 feet and then discharges into Stick Creek which has a water classification
of SC, HWQ and NSW. Stick Creek continues 5,827 feet and then discharges into New River.

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Page i Magi April 23.3013

WET POND CALCULATIONS
Runoff Volume Calculations
Formulas: Rv=0.05+0.9 x la (Simple Method, Schueler, 1987)
Rv= Runoff coefficient (storm runoff (in)/storm rainfall (in)), unitless
la = Impervious fraction (impervious portion of drainage area (ac)/ drainage area (ac)), unitless
V = 3630 a Rd x Rv' A (Simple Method, Schueler, 1987)
V = Volume of runoff that must be controlled for the design storm (ft)
Rd = Design storm rainfall depth (in) (1.5" for P-726 MCAS New River)
A = Drainage Area = DA
DA = Drainage Area
Runoff Discharge Calculations
Formulas:
Q= C x I x A (Rational Method)
Q= Design Discharge (cfs)
C = Composite runoff coefficient
I = Rainfall intensity (in/hr)
A= Watershed area (acre)
C pre grass/wood= 0.2
C pre impervious = 0.95
C post grass = 0.3
C post impervious = - 0.95
Wet Pond "1
...
;�:' c -
i "
IMP. FRAG `
VOL 7
VOL" I "
ELEVATION,j','
d
GFACiOR ='
,.'
t > F
TEMPORARY
TION -:
NEEDED'
PROVIDED `
0OOL6e'
1 -`
DA, ac
'.'5.23
IMP -pre, ac
1.10
0.210
0.36
IMP -post, ac
:3.16
0.604
0.69
Rv pre
0.239
Pre vs Post
Volume =
10095
Rv post
0.594
V1.5, cu.f. 1
16909
1 169091
20154
- 12
Permanent Pool Average Depth
Formulas: do„= [0.25 x (1+Apo, ehee/Apermyoo101 + ((Abot shelf .Aboeyond/ 2) x (Depth/Abof :here)]
de,= Average depth of permanent pool
Aboc shelf= Surface area at bottom of shelf (includes main pond & forebay(s))(W)
Aperm_pool= Surface area at permanent pool (includes main pond & forebay(s))(ft)
Abotyond= Surface area at bottom of pond, excludes sediment storage (main pond only)(ft')
V'r,00l= Volume of permanent pool (includes main pond and forebay(s) excludes sediment)(ft0)
Depth = Distance between bottom of shelf and bottom of pond (excluding sediment) ft
ELEVATION
Abot shelf= 8480 sf Abot_shef FOREBAY NORTH= 946 sf 10
Aboc shelf FOREBAYSOU = 986 sf 10
Aboc_FheN POND= 6548 sf 10
Aperm_pool= 10646 sf Apermyool FOREBAY NORTH= 1164 sf 10.5
Apermyool FOREBAY SOUTH= 1078 sf 10.5
Awrm_pnol POND= 8404 sf 10.5
Aboryopd= 1832 sf 5.3
Vperm_pool= 26576 Vpermyoot FORE BAY NORTH= 2346 of 10.5
Vperm_Fool FOREBAY SOUTH= 2459 of 10.5
Vpermyool POND= 21770 of 10.5
Depth= 4.70 ft
de„= 3.31 ft NOTE: This must be a minimum of 3.0'
%Impervious= 60
Per Table 10-2 (NCDENR Stormwater BM Manual) for 85% Efficiency: Permanent Pool Average Depth of 3.5 ft and 60%
Impervious Cover, the SA/DA percentage must be a minimum of 4.5
SA/DA . 100= 4.67 > 4.50 = OKAY

Wet Pond Volumes
Countour
Area
Incremental
Cumulative
Elevation
Volume
Volume
(sf)
(of)
(cf)
Main Pond
5.3
1832
0
0
6.0
2140
1389
1389
7.0
3011
2563
3952
8.0
4135
3558
7510
9.0
5213
4664
12174
10.0
6548
5868
18042
10.5
8404
3728
21770
10.5
8404
0
0
11.0
10181
4639
4639
12.0
11555
10861
15500
13.0
12860
12202
27702
13.5
15318
7036
34737
Forebay North
7.0
307
0
0
8.0
495
397
397
9.0
708
598
996
10.0
946
824
1820
10.5
1164
527
2346
10.5
1164
0
0
11.0
1106
567
567
12.0
2017
1539
2106
13.0
8455
4867
6974
13.5
14106
5580
12554
Forebay South
7.0
340
0
0
8.0
532
432
432
9.0
758
642
1074
10.0
986
870
1944
10.5
1078
516
2459 E-
10.5
1078
0
0
11.0
1323
599
599
12.0
2586
1920
2519
13.0
4844
3656
6175
13.5
7868
3148
9323
Total Temporary Storage
10.5
10646
0
0
11.0
12610
5807
5807
12.0
16158
14347
20154
13.6
26159
20959
41113
13.5
37292
15781
56894
Hankins and Anderson, Inc. Page 1

NCDENR Stormwater BMP Manual t/Chapter Revised 06-16-09
3.5.2. Orifice Equation Q% 0.15 9^ O. ONa d it 3 a x O 5
The basic equation for orifices is: 0. 0, 4 (4S
Q=C A 2gH„ v= 1001 Cf
Where: Q = Discharge (cfs)
Co = Coefficient of discharge (dimensionless) - see Table 3-8
A = Cross -sectional area of flow at the orifice entrance (sq ft)
g = Acceleration of gravity (32.2 ft/seC2)
Ho = Driving head (ft), measured from the centroid of the orifice area to
the water surface - Note: Usually use Ho/3 to compute
drawdown through an orifice to reflect the fact that head is
decreasing as the drawdown occurs.
=g:Ioq
dl Ww"n
Figure 3-3
Schematic section through an orifice
6os�
=6qd
H° =1,51:!-Ir S
3
Q
11
A=)7R2
R,
A _ 0.022;t2
Table 3-8
Values of Coefficient of Discharge, CD (Malcom, 1989)
Entrance Condition Co
Typical default value _ 0.60
Corrugated metal pipe, mitred to slope
Corrugated metal pipe, proiectinQ from fill
0.65
0.52
1.00
IEIC 31 1113
Stormwater Management and Calculations 3-13

Wet Pond East FINAL Type/1 24-hr 1-YEAR Rainfall=3.56"
Prepared by Microsoft Printed 12/10/2013
HydroCAD® 9.10 s/n 06496 © 2010 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 2S: DA South Ditch
Runoff = 3.73 cfs @ 11.96 hrs, Volume= 0.169 af, Depth= 1.91"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Descriotion
0.430 61 >75% Grass cover, Good, HSG B
0.630 98 Paved parking, HSG B
1.060 83 Weighted Average
0.430 40.57% Pervious Area
0.630 59.43% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: DA South Ditch
Hydrograph
❑ Runoff
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Time (hours)

Wet Pond East FINAL Type 1124-hr 1-YEAR Rainfall=3.56"
Prepared by Microsoft Printed 12/10/2013
HydroCAD® 9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 8S: DA North Ditch
Runoff = 2.50 cfs @ 11.96 hrs, Volume= 0.112 af, Depth= 1.54"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Descriotion
0.470
61 >75% Grass cover, Good, HSG B
0.400
98 Paved parking, HSG B
0.870
78 Weighted Average
0.470
54.02% Pervious Area
0.400
45.98% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 8S: DA North Ditch
Hydrograph
1 2.50 cfs I
II 24-h'r 1
- ...-- .-70--r-- -
2 --- Ru-no-- -0.8 ff Area` ac
w Runoff Vo16me=0.112',af
(Runoff; Depth=1.54"
o Tc=50 min
" CN=78
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Time (hours)
❑ Runoff

Wet Pond East FINAL
Prepared by Microsoft
Type/1 24-hr 1-YEAR Rainfall=3.56"
Printed 12/10/2013
LLC
Summary for Subcatchment 9S: DA Culvert 12-11
Runoff = 0.64 cfs @ 11.96 hrs, Volume= 0.029 af, Depth= 1.83"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Descriotion
0.080
61 >75% Grass cover, Good, HSG B
0.110
98, Paved parking, HSG B
0.190
82 Weighted Average
0.080
42.11 % Pervious Area
0.110
57.89% Impervious Area
Tc Length
Description
5.0 Direct Entry,
Subcatchment 9S: DA Culvert 12-11
Hydrograph
0.7 0.64 cfs
i
65 - - : Type II-24-hr 1
0.6 "----------- ---= -------i------- Rainfal
noff De th=1 8Laf
y 0.45 - RunoRff;Volume-0:I
------------- ------
0.4 ' ---' -----------------------------------------p--- 3
0.35
- --;
=----- ---- ------ -----------;-------=------- -- ----- ----- ----Tc=5.----min--
LL 0.3 "" ------ ----- ----- ------ -- ----- ----- CN=82
0.25 ----- --- --- - ----- --
0.2 '
0.15 -- -- - - --- ---- -- ----- ----- ---
•
0.1 -
-- --- - ---
0.05
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Time (hours)
❑ Runoff

Wet Pond East FINAL Type/1 24-hr 1-YEAR Rainfall=3.56"
Prepared by Microsoft Printed 12/10/2013
HydroCAD® 9.10 s/n 06496 @ 2010 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 10S: DA Culvert 14-13
Runoff = 0.85 cfs @ 11.96 hrs, Volume= 0.038 af, Depth= 1.68"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
0.130
61 >75% Grass cover, Good, HSG B
0.140
98 Paved parking, HSG B
0.270
80 Weighted Average
0.130
48.15% Pervious Area
0.140
51.85% Impervious Area
Tc Length
iin) (feet)
5.0
w
0
3
0
LL
Capacity Description
Direct Entry,
Subcatchment 10S: DA Culvert 14-13
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Time (hours)
❑ Runoff

Wet Pond East FINAL
Prepared by Microsoft
Type // 24-hr 1-YEAR Rainfall=3.56"
Printed 12/10/2013
© 2010 HvdroCAD
Summary for Subcatchment 15S: DA 16
Runoff = 0.35 cfs @ 11.96 hrs, Volume= 0.016 af, Depth= 2.15"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
0.030
61 >75% Grass cover, Good, HSG B
0.060
98 Paved parking HSG B
0.090
86 Weighted Average
0.030
33.33% Pervious Area
0.060
66.67% Impervious Area
Tc Length
fin) (feet)
5.0
Description
Direct Entry,
Subcatchment 15S: DA 16
Hydrograph
❑ Runoff
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Time (hours)

Wet Pond East FINAL Type 1124-hr 1-YEAR Rainfall=3.56"
Prepared by Microsoft Printed 12/10/2013
HydroCAD® 9.10 s/n 06496 © 2010 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 16S: DA 17
Runoff = 0.31 cfs @ 11.96 hrs, Volume= 0.014 af, Depth= 1.83"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
0.040 61
>75% Grass cover, Good, HSG B
0.050 98
Roofs, HSG B
0.090 82
Weighted Average
0.040
44.44% Pervious Area
0.050
55.56% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
H
w
0 0.
LL
H
Subcatchment 16S: DA 17
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Time (hours)
� Runoff

Wet Pond East FINAL
Type Il 24-hr 1-YEAR Rainfall=3.56"
Prepared by Microsoft Printed 12/10/2013
HydroCAD09.10 s/n 06496 @ 2010 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 17S: DA Future Development
Runoff = 6.10 cfs @ 11.96 hrs, Volume= 0.290 at, Depth= 2.60"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
0.240 61 >75% Grass cover, Good, HSG B
1.100 . 98 Paved parking, HSG B
1.340 91 Weighted Average
0.240 17.91% Pervious Area
1.100 82.09% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (fUft) (ft/sec) (Cfs)
5.0 Direct Entry,
N
w
U
3
O
LL
Subcatchment 17S: DA Future Development
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Time (hours)
❑ Runoff

Wet Pond East FINAL Type/1 24-hr 1-YEAR Rainfall=3.56"
Prepared by Microsoft Printed 12/10/2013
HydroCAD® 9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 18S: DA Basin Bid Option
Runoff = 2.04 cfs @ 11.96 hrs, Volume= 0.096 af, Depth= 2.50"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
0.100
61 >75% Grass cover, Good, HSG B
0.360
98 Paved parking, HSG B
0.460
90 Weighted Average
0.100
21.74% Pervious Area
0.360
78.26% Impervious Area
Tc Length
Description
5.0 Direct Entry,
Subcatchment 18S: DA Basin Bid Option
Hydrograph
❑ Runoff
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Time (hours)

Wet Pond East FINAL Type/1 24-hr 1-YEAR Rainfall=3.56"
Prepared by Microsoft Printed 12/10/2013
HydroCAD® 9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 9
I
Summary for Subcatchment 19S: DA Basin
Runoff = 2.05 cfs @ 11.97 hrs, Volume= 0.092 af, Depth= 1.28"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Descriotion
0.550 61 >75% Grass cover, Good, HSG B
0.310 98 Paved parking, HSG B
0.860 74 Weighted Average
0.550 63.95% Pervious Area
0.310 36.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 19S: DA Basin
Hydrograph
❑ Runoff
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Time (hours)

Wet Pond East FINAL Type 1124-hr 1-YEAR Rainfall=3.56"
Prepared by Microsoft Printed 12/10/2013
HydroCAD® 9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 20S: Total Pre -Developed for LEED
Runoff = 18.42 cfs @ 11.97 hrs, Volume= 0.831 af, Depth= 1.16"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac)
CN
Description
6.130
61
>75% Grass cover, Good, HSG B
2.460
98
. Paved parking, HSG B
8.590
72
Weighted Average
6.130
71.36% Pervious Area
2.460
28.64% Impervious Area
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
T
w
Cl
3
0
M
Subcatchment 20S: Total Pre -Developed for LEED
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Time (hours)
❑ Runoff

Wet Pond East FINAL Type 1124-hr 1-YEAR Rainfall=3.56"
Prepared by Microsoft Printed 12/10/2013
HydroCADO 9.10 s/n 06496 @ 2010 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 21 S: Total Post Developed for LEED
Runoff = 26.88 cfs @ 11.96 hrs, Volume= 1.206 af, Depth= 1.68"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YEAR Rainfall=3.56"
Area (ac) CN Description
4.440
98 Paved parking, HSG B
4.150
61 >75% Grass cover, Good, HSG B
8.590
80 Weighted Average
4.150
48.31 % Pervious Area
4.440
51.69% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
w
3
0
LL
Subcatchment 21S: Total Post Developed for LEED
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Time (hours)
❑ Runoff

Wet Pond East FINAL
Prepared by Microsoft
HydroCAD® 9.10 s/n 06496
Type // 24-hr 1-YEAR Rainfall=3.56"
Printed 12/10/2013
Summary for Pond 1 P: Wet Pond #1
Inflow Area = 550
ac, 60.42% Impervious, Inflow Depth = 1.81" for 1-YEAR event
Inflow = 17.06 s @ 11 96 hrs, Volume= 0.788 of
Outflow = 0.66 .52 hrs, Volume= 0.764 af, Atten= 96%, Lag= 93.4 min
Primary = 0.66 is 13.52 hrs, Volume= 0.764 of
Secondary = \ 0.00 cfs 0.00 hrs, Volume= 0.000 of
Routing by Dyn}Stor-14 ethod, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 12.Q !4( 1 .52 hrs Surf.Area= 16,822 sf Storage= 21,547 cf
J \
Plug -Flow detent me= 1,064.0 min calculated for 0.764 of (97% of inflow)
Center -of -Mass t. ti \e= 1,045.5 min (1,860.7 -815.2)
#1
0'
56,894 cf Custom Stage Data (Pyramidal) LVted
�V10
Elevation
Surf.Area
. InaStore
Cum.Store
feet
s -ft
cubic -feet
cubic -feet
10.50
10,646
0
0
0,646
11.00
12,610
5,807
5,807
2,622
12.00
16,158
14,347
20,154
6,202
/26,220
13.00
26,159
20,959
41,113
13.50
37,292
15,781
56,894
37,358
#1 ` Primary --10.50' --2.5" Vert. Orifice C=_0.600
#2 Primary 12.00' 10.0' long ,z 1.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) '2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32
#3 Secondary 12.25' 60.0' long x 6.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 '0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
/ 2.50 3. 3.50 40 4:50 5.00 5.50
Coef. (E ) 7/37 2.51N 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.6 2.67 2.69 •2.72 2.76 2.83
Primary OutFlow, Max=0.66 cfs @ 13,
�1=Orifice,jOrifice Controls 0.20 cfs
2=Broad-Crested Rectangular Wei
SecondaryOutFlow Max=0.00 cfs [
3=Broaa-Crested Rectangular Qyel
=12.07' (Free Discharge)
0.46 cfs @ 0.69 fps)
rs HW=10.50' (Free Discharge)
ntrols 0.00 cfs)

Wet Pond East FINAL Type 11 24-hr 1-YEAR Rainfall=3.56"
Prepared by Microsoft Printed 1/7/2014
HydroCAD® 9.10 s/n 06496 @ 2010 HydroCAD Software Solutions LLC Page 11
Summary for Pond 1P: Wet Pond #1
Inflow Area = 5.230 ac, 60.42% Impervious, Inflow Depth = 1.81" for 1-YEAR event
Inflow = 17.06 cfs @ 11.96 hrs, Volume= 0.788 of
Outflow = 0.67 cfs @ 13.48 hrs, Volume= 0.700 af, Atten= 96%, Lag= 91.0 min
Primary = 0.67 cfs @ 13.48 hrs, Volume= 0.700 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs / 3
Pt eak Elev= 12_07' @ 13.48 hrsj Surt.Area= 16,902 sf Storage= 21,713 cf
Plug -Flow detention time=1,203.5 min calculated for 0.700 of (89% of inflow)
Center -of -Mass det. time= 1,147.3 min ( 1,962.6 - 815.3 )
Volume Invert Avail.Storage Storage Description
#1 10.50, 56,894 cf Custom Stage Data (Pyramidal)Listed below
Elevation SUrt.Area Inc.Store Cum.Store WeLArea
(feet) (sq-ft) (cubic -feet) (cubic -feet) (sq-ft)
10.50 10,646 0 0 10,646
11.00 12,610 5,807 5,807 12,622
12.00 16,158 14,347 20,154 16,202
13.00 26,159 20.959 41,113 26,220
13.50 37,292 15,781 56,894 37,358
Device Routing Invert Outlet Devices
#1 Primary 10.50' ;2.0" Vert. Orifice C= 0.600
#2 Primary 12.00' 10.0' long x 1.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32
#3 Secondary 12.25' 60.0' long x 6.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
Primary OutFlow Max=0.67 cfs,@ 13.48 hrs HW=12.07' (Free Discharge)
t1=Orifice (Orifice Controls 0.13 cfs @ 5.88 fps)
2=13road-Crested Rectangular Weir(Weir Controls 0.55 cfs @ 0.73 fps)
SecoridaryOutFlow Max=0.00 cfs @ 0.00 hrs HW=10.50' (Free Discharge)
t3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
ECERVE.
JAN 0 7 2014
BY:

Wet Pond East FINAL
Prepared by Microsoft
Pond 1 P: Wet Pond #1
Type/1 24-hr 1-YEAR Rainfall=3.56"
Printed 12/10/2013
Page 13
Hydrograph
17.06 cfS---------; - - -- - -- - ® Inflow
El ow
.. ...-
18 . ------ -- -- _, _ .07' ❑ Primary �d
-- -+ ' -- Inflow'
-P-eak Elev 1 .
-- In 3
- I 47-cf--
El Secondary
16
14 - - - Storage_-21.,5
12--
o------; ----- ---- - - --
f
og ✓ ----' ---'-------------

Wet Pond East FINAL
Prepared by Microsoft
Type/1 24-hr 1-YEAR Rainfall=3.56"
Summary for Pond 6P: Area b/w 12-11 (Culvert 12-11)
Printed 12/10/2013
Inflow Area = 0.460 ac, 54.35% Impervious, Inflow Depth = 0.76" for 1-YEAR event
Inflow = 0.64 cfs @ 11.96 hrs, Volume= 0.029 of
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 12.30' @ 24.29 hrs Surf.Area= 0 sf Storage= 1,264 cf
Plug -Flow detention time= (not calculated: initial storage excedes outflow)
Center -of -Mass det. time= (not calculated: no outflow)
Volume
Invert Avail.Storage Storage Description
#1
11.67'
9,074 cf Custom Stage Data Listed below
Elevation
Inc.Store
Cum.Store
(feet)
(cubic -feet)
(cubic -feet)
11.67
0
0
12.00
209
209
13.00
3,520
3,729
13.30
5,345
9,074
Device Routing Invert Outlet Devices
#1 Primary 12.36' 12.0" Round Culvert
L= 16.2' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 12.36' / 12.28' S= 0.0049 T Cc= 0.900
n= 0.011 PVC, smooth interior
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=11.67' TW=10.50' (Dynamic Tailwater)
t1=Culvert ( Controls 0.00 cfs)

Wet Pond East FINAL Type 1124-hr 1-YEAR Rainfall=3.56"
Prepared by Microsoft Printed 12/10/2013
HydroCAD® 9.10 s/n 06496 ©2010 HydroCAD Software Solutions LLC Page 15
Pond 6P: Area b/w 12-11 (Culvert 12-11)
Hydrograph
----- ------ -- --
0.7 % 0.64 CfS 'Inflow — ❑ P flmary
-------------- Area-0:4;60 ac-
0.6 Peak; Elev=12.30'
- i _
0.5 Storag a -1 64,cf
-- ----i ------- 12.0"
0.4 :Round Culvert
----- - ---
M 0.3 -
- -------+---- +------ r - : ---- -- L-=162'
0.2 S=0.0049'/'
0.00 Cfs
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Time (hours)

Wet Pond East FINAL Type/1 24-hr 1-YEAR Rainfall=3.56"
Prepared by Microsoft Printed 12/10/2013
HydroCAD@ 9.10 s/n 06496 @ 2010 HydroCAD Software Solutions LLC Paoe 16
Summary for Pond 7P: Area before 14 (Culvert 14-13)
Inflow Area = 0.270 ac, 51.85% Impervious, Inflow Depth = 1.68" for 1-YEAR event
Inflow = 0.85 cfs @ 11.96 hrs, Volume= 0.038 of
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 12.43' @ 24.29 hrs Surf.Area= 0 sf Storage= 1,651 cf
Plug -Flow detention time= (not calculated: initial storage excedes outflow)
Center -of -Mass det. time= (not calculated: no outflow)
Volume
Invert Avail.Storage Storage Description
#1
12.02'
14,152 cf Custom Stage Data Listed below
Elevation
Inc.Store
Cum.Store
(feet)
(cubic -feet)
(cubic -feet)
12.02
0
0
13.00
3,898
3,898
13.50
10,254
14,152
Device Routing Invert Outlet Devices
#1 Primary 12.70' 12.0" Round Culvert
L= 14.7' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 12.70' / 12.63' S= 0.0048'/' Cc= 0.900
n= 0.011
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.02' TW=11.67' (Dynamic Tailwater)
t1=Culvert ( Controls 0.00 cfs)

Wet Pond East FINAL
Prepared by Microsoft
Type // 24-hr 1-YEAR Rainfall=3.56"
Printed 12/10/2013
Solutions LLC Pnna 17
❑ Inflow
❑ Primary

Wet Pond East FINAL Type 1124-hr 1-YEAR Rainfall=3.56"
Prepared by Microsoft Printed 12/10/2013
HydroCAD® 9.10 s/n 06496 @ 2010 HydroCAD Software Solutions LLC Page 18
Summary for Pond 13P: Inlet 16
Inflow Area = 0.180 ac, 61.11 % Impervious, Inflow Depth = 1.99" for 1-YEAR event
Inflow = 0.66 cfs @ 11.96 hrs, Volume= 0.030 of
Outflow = 0.66 cfs @ 11.96 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min
Primary = 0.66 cfs @ 11.96 hrs, Volume= 0.030 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 12.07' @ 13.52 hrs
Flood Elev= 14.75'
Device Routing Invert Outlet Devices
#1 Primary 11.00' 15.0" Round Culvert
L= 108.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 11.00' / 8.00' S= 0.0278 T Cc= 0.900 n= 0.013
Primary OutFlow Max=0.66 cfs @ 11.96 hrs HW=11.63' TW=11.45' (Dynamic Tailwater)
t1=Culvert (Outlet Controls 0.66 cfs @ 1.55 fps)
Pond 13P: Inlet 16
Hydrograph
0.7 " _
------ '------ - -
_ 07,
•, � Peak Elev 112.
- ' Inf 80
0.6
0.5 ----- -----! R o'und-Culvert
0.4 n=0.013
c ---- ---- ------ -----------;---- -- - -,------- -- L=1080'
0.3
is=n n27u'111
0.1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Time (hours)
❑ Inflow
❑ Primary

Wet Pond East FINAL
Prepared by Microsoft
Type/1 24-hr 1-YEAR Rainfall=3.56"
Printed 12/10/2013
Summary for Pond 14P: Inlet 17
Inflow Area = 0.090 ac, 55.56% Impervious, Inflow Depth = 1.83" for 1-YEAR event
Inflow = 0.31 cfs @ 11.96 hrs, Volume= 0.014 of
Outflow = 0.31 cfs @ 11.96 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min
Primary = 0.31 cfs @ 11.96 hrs, Volume= 0.014 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-75.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 12.07' @ 13.52 hrs
Flood Elev= 14.75'
Device Routing Invert Outlet Devices
#1 Primary 11.44' 15.0" Round Culvert
L= 67.8' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 11.44' / 11.10' S= 0.0050 T Cc= 0.900
n= 0.013
Primary OutFlow Max=0.30 cfs @ 11.96 hrs HW=11.81' TW=11.63' (Dynamic Tailwater)
t1=Culvert (Outlet Controls 0.30 cfs @ 1.50 fps)
Pond 14P: Inlet 17
Hydrograph
❑C Inflow
0 Primary
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Time (hours)

". ', ... DWQ USE ONLY
Dateceive
ec Paid
Permit Number
i
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
P-726 Regional Communication Station
2. Location of Project (street address):
The project does not have a specific street address
City:Marine Corps Air Station New River County:Onslow Zip:28540
3. Directions to project (from nearest major intersection):
From the intersection of Curtis Road and Bandcroft Street, continue east on Curtis Street. Make a right into
the parking west of the MCAS Chapel (.Building AS-236). Directly south of the parking lot is the project site.
4. Latitude:34° 43' 19.84" N Longitude:-77° 26' 40.79" W of the main entrance to the project.
II. PERMIT INFORMATION
1. a. Specify whether project is (check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state Stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control: 5.29 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
DEC 16 2013
Form SWU-101 Version 071uly2009
Page I of 6
0

Ill.' CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:Commanding Officer, US MCB Camp Lejeune
Signing Official & Title:Neal Paul, Deputy Public Works Officer
b.Contact information for person listed in item la above:
Street Address:Bldg 1005 Michael Road
City:Camp Lejeune State:NC Zip:28542
Mailing Address (if applicable):Bldg 1005 Michael Road
City:Camp Lejeune State:NC Zip:28542
Phone: (910 ) 451-2213
Email:[e-mail]
Fax: (910 ) 451-2927
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2, a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:Same as above
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if applicable):
City: State: Zip:
Phone: ( ) Fax:
Email:
3. a. (Optional) Print the name and title of another contact such as the projects construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official &
b.Contact information for person listed in item 3a above:
Mailing
City:_
Phone:
4. Local jurisdiction for building permits:
Point of Contact:
Fax: ( )
Phone #:
Form SWU-101 Version 07July2009 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater runoff is collecting into drainage swales and storm drainage pipes that dischargesinto a we
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.Identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 4.50 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area':4.50 acres
Total project area shall be calculated to exclude the following: the normal yool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NM line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHw) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 60
9. How many drainage areas does the project have?l (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information'
Drainage Area 1 :
Drainage Area _
Drainage Area
Drainage Area
Receiving Stream Name
Stick Creek
Stream Class *
SC, HWQ, NSW
Stream Index Number *
19-15
Total Drainage Area (so
227,819
- u
On -site Drainage Area (so
169,449
,,,1
4 nn4p.
Off -site Drainage Area (sf)
1 58,370
w t
Proposed Impervious Area** s
.137,650
% Impervious Area** total
60
Impervious- Surface Area
Drainage real
Draina a Area _
Drain e Area.
Drain e Area
On -site Buildings/Lots (so
17,534
On -site Streets (so
11,912
On -site Parking (so
16,988
t4C .,,, r_. ,,,..
nM rga
On -site Sidewalks (so
3,597
Other on -site (sf)954
Future (sf)
471116
Off -site (sf)
13,939
K
�>
Existing BUA*** (so
8,712
Total (so:
137,650
Stream Class and Index Number can be determined at: http://h2o.enr.state.ne.us/bims/reports/reportsM.html
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SV✓U-101 Version 07July2009 Page 3 of 6

"Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
There is no off -site impervious area
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhttt)://h2o.enr.state.nc.us/su/bmD forms.htm.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from htro://h2o.enr.state.nc.us/su/bmp forms.htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating
project on the interactive online map at http://h2o.enr.state.nc.us/su/msi maps.htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from http://h2o.enr.state.nc.us/su/bmp forms.htm.
tials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants Milk
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M NA
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/onestopexpress.htmlfor information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1h mile of the site boundary, include the 1/2
mile radius the map.
7. Sealed, signed
and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
I. Dimensioned property/project boundary with bearings & distances. pn
j. Site Layout with all BUA identified and dimensioned. FFIFa O0 E
k. Existing contours, proposed contours, spot elevations, finished floor elevations
1. Details of roads, drainage features, collection systems, and stormwater control meas_y 6 2013 n
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated `by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans. BY:
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
Form SWU-101 Version 07Ju1y2009 Page 4 of 6

o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify _
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verifij the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: N/A Page No: N/A
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC _
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
h_ptt ://www.secretary.state.nc.us/Corporations/CSearch.asl2x
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
http://h2o.enr.state.ne.us/su/bmp forms.htmttdeed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Crystal Hill, PE
Consulting Firm: Hankins and Anderson
Mailing Address:4880 Sadler Road
City:Glen Allen
Phone: (804 ) 822-3020
Email:[e-mail]
State:VA Zip:23060
Fax: (804 ) 217-8529
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or hjpe none of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or hjpe name of person
listed in Contact Infonnation, item la) with (print or type name of organization listed in
Contact Information, item lb) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
DEC 16 2013
BY:
Form SWU-101 Version 07July2009 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels :or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result inappropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:
1, a Notary Public for the State of County of
do hereby certify that personally appeared
before me this _ day of and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
61W."
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, itenz 2) Neal Paul, Deputzt Public Works Officer
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A N,CAC 2H .1000,.SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Signature: / ,�D}a.,t�e:�r)W J
I, a Pa , a No ary Public for ,thje State of V1l/11' l County of
,M do p �reb`y)1 certify that �1/ k Cak1 \ personally appeared
before me this day of N w ��. and ck 0wle ue e cution the application for
a stormwater permit. Witness my hand and official se
KELLEY VANDECOV.vEii,�>..ti
NOTARY PUBUC
ONSLOW COUNTY
STATE OF NORTP r Af:
SEAL
My commission expires I 11 r
DEC 16.2013
Form SWU-101 "Version 07July2009 Page 6 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater runoff is collecting into drainage swales and storm drainage pipes that dischargesinto a we
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
It. Identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 4.50 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:4.50 acres
Total project area shall be calculated to exclude thefollowing: the nornml pool of impounded structures, the area
between the batiks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resaltaut project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 60 i
9. How many drainage areas does the project have?1 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
'Basin Information
Drainage Area 1
Drainage Area _
Drainage Area _
Drainage Area _
Receiving Stream Name
Stick Creek
Stream Class *
SC, HWQ, NSW
Stream Index Number *
19-15
Total Drainage Area (so
227,819
On -site Drainage Area (so
169,449
Off -site Drainage Area (so
58,370
Proposed Impervious Area** (so
137,650
% impervious Area** total
60
Impervious— Surface Area
Drainage Area 1
Drainage Area _
Drainage Area _
Drainage Area _
On -site Buildings/Lots (so
17,534
On -site Streets (so
11,912
On -site Parking (so
16,988
v.„_ �r�
Mlik q1C=%,
On -site Sidewalks (so
3,597
u
Other on -site (so
17,052
ur I
s 2013A
Future (so
47,916
Off -site (so
13,939
Existing BUA*** (so
8,712
Total (so:
137,650
Streant Class and Index Number can be determined at: littn://It2o.enr.state.nc.us/bitti /reports/reportsWB.htnd
6apervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 07Ju1y2009 Page 3 of 6

gIVISION OF WATER QUALITY 131 y°
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to Vincent. [e-mail]. If there are more than 7 areas to be tested,
attach a second sheet.
State Soil Scientist Confirmation Visit date/time: _March 12, 2013, 8:30 am_'
Project Name:_P676 Maint. Facility, MCAS New River County:_Onslow
Street Address:
Directions from the nearest intersection of two major roads: _S.W. corner of
intersection of McAvoy and Curtis Street, MCAS New River, Jacksonville, NC
>1 acre being disturbed? XYES ENO CAMA Major required? DYES xNO
Consultant Name: —Craig Turner
Phone:_910-620-1137
Consultant Firm Name: —Land Management Group, Inc
Bore Number
131
P1
a Existing Ground Elevation
12.42
13.43
rNi
b Proposed Bottom Elevation
c Difference a minus b
d Add 2 ft. Min. Bore Depth)
16.8
e Hardpan Depth?
Approx. Elev. Of SHWT
9.92
10.93
Max. lowest bottom elev.
h Infiltration Rate OK?
0.236
0.533:
i Confirmation of SHWT'
S6 "
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
'State Soil Scientist Use ONLY
�4
Required Attachments:
4. Legible vicinity map.
5. Complete Soils Report.
6. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basin/trench must be marked and Flagged. If these areas are not Flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and
assumes no liability should the system fail.
S:\WQS\STORMWATER\FORMS\infiltration site visit Revised 3/08

\ For DENR Use ONLY
m c'v"" W 17 Reviewer � �-12�
North Carolina Department of Environment and _-1 v t
AGA" Submit: 2 r'1 S
,�•per Natural Resources
�enckob Request for Express Permit Review me:
Confirm I -z!:5 fA0 nc
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application
package of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(o)ncdenr.pov
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(EDncdenr.poV
• Mooresville & Winston Salem Region - Patrick Grogan 704-235-2107 or patrick.groganloi ncdenrmov
• Washington Region -Lyn Hardison 252-948.3842 or Ivn.hardison(aiilcdenr.gov
• Wilmington Region -Janet Russell 910-796-7302 or ianet.russellAmcdenr.aov
• Wilmington Region -Cameron Weaver 910-796-7303 or cameron.weaver6iincdenr.00v
NOTE: Project application received after 12 noon will be stamped in the following work day
Project Name: P-726 REGIONAL COMMUNICATION STATION- County: ONSLOW
Applicant: COMMANDING OFFICER, US MCB CAMP LEJEUEN Company:
Address: BLDG 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28542-
Phone: [phone], Fax: [phone]. Email: [e-mail]
SW_
SW _
SW_
SW
SW
FOCI
Physical Location:MCAS NEW RIVER - SOUTH OF CURTIS ROAD BUILDING AS240 THEATER AND BUILDING AS2 CHAPEL AND WE OF
MCAVOY STREET
Project Drains into STICK CREEK waters -Water classification SC:HQW:NSW (please visit hereto lookup stream classification)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N, within Yz mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? Y
Engineer/Consultant: CRYSTAL HILL Company: H&A ARCHITECT & ENGINEERS
Addre 80 SADLER ROAD City: GLEN ALLEN, State: VA Zip: 23060
Phone:[phone], Fax: [phone], Email: [e-mail] Q�� v 22.-3U20 .
SECTION ONE: REQUESTING A SCOPING MEETING ONLY 8 ? NOV 19 20B
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization El minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
® High Density -Detention Pond 1 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ElHigh Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems /❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 6 acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scopina and express meeting reauestl
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
Received from US ACOE ❑ Yes ❑ No
Buffer Impacts: ❑ No ❑ YES: —acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
For DENR use only
Fee Split for multiple Dermits: (Check# I Total Fee Amount $
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
i
401.
$
LDS
I
$
Stream Deter—
$
NCDENR EXPRESS June 2011

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LaserJet 5550 printers
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MUSH (1)

I
P-726 Regional Communication Station
MCAS New River, North Carolina
The P-726 Regional Communication Station site is generally described as south of Curtis Road, Building
AS240 (Theater) and Building AS236 (Chapel) and west of McAvoy Street. There are drainage ditches
running on the north, south and west sides of the site. The drainage ditches are about 3 feet deep. The
site has a variety of trees 14"-24" in diameter and a softball field exists on the site, which will be
removed.. The topography slopes between 0.5%- 1% away from the center of the site.
The P-726 project will construct a 19,597 square foot Regional Communication Station with a entrance
road (C Street), site access road, gravel service area, grass paver fire lane, 41 space parking lot (which
is a bid option, but included in the wet pond design), and associated sidewalks. The gravel service area
and grass paver fire line are considered impervious for the stormwater design of the site.
Per the geotechnical report, the site has a high seasonal high water table and poor infiltration rates.
For stormwater management, the site has one BMP a wet pond. The wet pond is designed to remove
90% TSS per the NCDENR BMP Manual. The wet pond is also designed for the future development of
P676 project. This area will be listed as "future" on the permit application. The new road C Street does
not discharge into the wet pond. It discharges into grass ditches that discharge into existing drainage
ways. There is an offsite existing impervious areas, built prior to 1988, which did discharge into the
same drainage ways at C Street does and is not currently treated by any type of BMP. This area is
being picked up and treated in the wet pond to compensate for the new C Street impervious area. Due
to the depth of the existing drainage ways, bringing drainage from C Street over to the wet pond is not
feasible. Also due to the soil conditions and limited space between existing buildings and drainage
ways, having a separate BMP just for C Street was not feasible.
No wetlands exist on site. The site is located in the White Oak River Basin. The site discharges into an
unnamed tributary for 1095 feet and then discharges into Stick Creek which has a water classification
of SC, HWQ and NSW. Stick Creek continues 5,827 feet and then discharges into New River.
ECETY1 ,
Nov 19 2013
GY: -

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June 6, 2013
HBA-H&A Joint Venture
c/o HBA Architecture & Interior Design, Inc.
One Columbus Center, Suite 1000
Virginia Beach, Virginia 23462
Attention: Mr. Macklin Smith, AIA
Subject: Addendum 2 to Report of Geotechnical Exploration
P-726 Regional Communications Station
Marine Corps Air Station, New River, North Carolina
A/E Contract No. N40085-10-D-5301, CTO 0024, Mod 01
HBA-H&A IV Project No. 09049.21C
GER Project No. 110-6148
GeoEnvironmental Resources, Inc. is providing this Addendum 2 to our Report of Geotechnical
Exploration dated February 26, 2013 for the above referenced project. This addendum presents the
results of additional soil borings performed for a new stormwater wet pond that is now planned for the
project.
Soil Borings
On June 4, 2013, we performed two 31/2 inch diameter hand auger soil borings, designated BMP-4 and
BMP-5, for the proposed stormwater wet pond located east of the proposed building site. The
approximate boring locations are shown on the attached Testing Location Plan. The boring surface
elevations were estimated using nearby spot elevations and contour lines shown on the topographic site
plan.
Boring BMP-4 was performed to the target depth of 10 feet below existing grade and Boring BMP-5 was
performed to a depth of 8 feet due to the encountered groundwater table. The soil types encountered at
each soil boring location were observed by a geotechnical engineer and were visually classified according
to the Unified Soil Classification System (USCS) in general accordance with ASTM D2487. Detailed
descriptions of the soil types encountered at each location are shown on the attached Soil Boring
Records.
Groundwater
The hand auger soil borings encountered the free groundwater surface at a depth of approximately 6.5
feet below the ground surface at location BMP-4 and at a depth of about 5.5 feet below the ground
surface at location BMP-5. These measurements were made in the open boreholes after a several hour
stabilization period. The corresponding free groundwater table elevations are approximately EL 6.9 feet
at location BMP-4 and EL 7.5 at location BMP-5.
The seasonal high water table (SHWT) elevation was estimated at each location based on the water level
measurements and soil characteristics encountered. Water levels are typically highest from mid winter to
early spring due to the amount of precipitation and lack of evaporation during these seasons. We expect
water levels observed on June 4, 2013 would represent a normal average condition. Coloration and
texture within the soil column can also be an indicator of past water presence. Typically, soils having a
SOUThCRN PROIESSIONAI CENTER 1 2712 SourhERN BuuIEVARd, SUITE 101 VIRGINIA BEACh, VIRGINIA 23452
Id [phone] FAX (757) 4G3.3080 w V.GERONTNE.COM

Addendum 2 to P-726 Regional Communications Station, MCAS New River, NC
GER Project No. 110-6148
March 11, 2013
Page 2
fine grained texture, gray color and/or mottled appearance are such indicators to a soil scientist. We
have estimated the SHWT elevations where we observed these soil characteristics. The free water and
estimated SHWT elevations are shown on the attached boring records. Note that groundwater table
fluctuation may occur due to variations in precipitation, evaporation, surface runoff, tides, construction
activity and other factors.
Closing
We appreciate the opportunity to serve as your geotechnical consultant on this project and trust that you
will contact us at your convenience with any questions concerning this report or the project in general..
Sincerely,
GeoEnvironmental
�C OFESS/� 29
Charles F. P. Crawley, I UL6L40
�• •
Assistant Vice President �9.p 'i �
S1/ �OIPt1n R °�````
Attachments: Testing Location Plan
Soil Boring Records
GER

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials, Probe No: BMP-4
� Geotechniral &Industrial Engineering Consultants
Project: P-726 Regional Communications Facility GER Project Number: 110-6140 Sheet: 1 of 1
Location: MCAS New River, NC Driller: GER Date: 6/4/2013
Depth (ft.): 10.0 Elevation (ft.): 13.4 Client: HBA-H&A, JV Equipment: Hand Auger
Elevation Depth Lith- Material Description Ground
ft. m ft. m a�'
ole p Water Comments
4 — Topsoil like material
FILL
Sampled as silty sand, brown and black,
line, with trace roots, wood and organic
debris
Silty SAND (SM)
Tan and orange, fine, trace clay, trace roots
—10 3 1 Estimated SHWT=EL 9.9
Sandy, Low Plasticity CLAY (CL)
Mottled tan, orange and light gray
5 Clayey SAND (SC)
Mottled light gray and orange, fine to
medium, trace coots
Silty, High Plasticity CLAY (CH)
Mottled gay with orange, trace sand lenses �
2 -
2
I
5
PE),
3
1 t0 Boring terminated at 10 feet.
a
3
0
a
U
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a
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0
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SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Probe No: BNIP-5
� Geotechnical 8 Industrial Engineering Consultants
Sheet: I of 1
Project P-726 Regional Communications Facility
GER Project Number: 110-6148
Location: MCAS New River, NC
Driller: GER
Date: 6/4/2013
Depth (R.): 8.0
Elevation (ft.): 13.0
Client: HBA-H&A, JV
Equipment: Hand Auger
Elevation
Depth
Lith-
elegy
Material Description
P
Ground
Water
Comments
ft. m
R. m
g'y
Turf grass
FILL
Sampled as silty sand, dark broom and
orange, fine, with trace organic debris
'
Silty SAND (SM)
Tan and orange, fine, trace to some clay
J
Estimated SHWT= EL 11.0
Clayev SAND (SC)
Mottled tan, light gray and orange, fine
10
3
Sandy, Low Plasticity CLAY (CL)
Mottled light gray and orange
5
7
� Silty, High Plasticity CLAY (CH)
_
2
2
Mottled gray, light gay and orange
5
Boring terminated at 8 feet.
1
10
3
—0
0
4

REPORT OF
GEOTECHNICAL
EXPLORATION
MILCON Project P-726
Regional Communications Station
Marine Corps Air Station
New River, North Carolina
GER Project No. 110-6148
prepared for
HBA-H&A Joint Venture
Virginia Beach, Virginia
February 26, 2013
GeoEnvironmenlel Resources,'.Ino. —
d
Consulting Engineers _�
+ ',� c •,'Z(3 Environmental • Groundwater • Hazardous Materials Geolechnical • Industrial Hygiene
2712 SOU111aRN BOUILVARd, Suire 101
VIRGINIA BEACh, VIRGINIA 23452
757.463.3200 FAx [phone] %MW.CiERONIINCXOM

Fm4onmenlel na �
February 26, 2013
RnorcaIGEKGCWfirq EnEn*wftnlal • Gr dwater • Hm rda Meteriab Geoterlrvral • InOwViel HALL e
HBA-H&A Joint Venture
c/o HBA Architecture & Interior Design, Inc.
One Columbus Center, Suite 1000
Virginia Beach, Virginia 23462
Attention: Macklin Smith, AIA
Subject: Report of Geotechnical Exploration
MILCON Project P-726
Regional Communications Station
Marine Corps Air Station, New River, North Carolina
A/E Contract No. N40085-10-D-5301, CrO 0024, Mod 01
HBA-H&A JV Project No. 09049.21C
GER Project No. 110-6148
GeoEnvironmental Resources, Inc. is pleased to present this report of geotechnical exploration for the
above referenced project. Our services were performed in accordance with our proposal P12-110-5561
dated August 28, 2012 and authorized by Mr. Joseph Bovee of HBA on December 21, 2013.
We appreciate the opportunity to serve as your geotechnical consultant on this project and trust that you
will contact us at your convenience with any questions concerning this report or the project in general.
Sincerely,
GeoEnvironmental Resources, Inc.
EAL
r.9i• -S
Z-s
Charles F. P. Crawley, II �'d��ccyy,� •.••kv eiiiii 3
Assistant Vice President Ap•�f��.A v'�
SOUTi1ERN PROIESSIONAI CENTER 1 27I2 SOUTi ERN BOUIEVARd, SUITE 10 i VIRgi NIA BEACH, VIRGINIA 23452
TEl [phone] FAx [phone] WWW.gERON[iNE.COM

EXECUTIVE SUMMARY
The subsurface conditions were explored by 4 piezocone penetration test (CPTu) soundings performed in
the proposed building area to nominal depths of 60 to 100 feet below the ground surface. Down hole
shear wave velocity and pore pressure dissipation measurements were obtained at selected CPTu test
locations and depths. Eleven soil borings were performed at proposed building and site improvement
locations to depths of 6 to 8 feet below existing grades. Installation of 2 temporary piezometers and
performing 2 field permeability, 2 dynamic cone penetrometer (DCP) and 2 soil resistivity tests were also
included in the field testing program. Geotechnical and chemical laboratory tests were conducted on
selected soil samples.
The subsurface conditions encountered in the soil borings and soundings were composed of 7 general
stratigraphic layers that included uncontrolled fill and possible fill (Stratum A), soft to stiff low plasticity
clay and loose to firm clayey sand (Stratum 1), very soft to firm high plasticity clay (Stratum 2), firm to
very loose sand and sand mixtures (Stratum 3), very soft to firm clay and clay mixtures (Stratum 4), very
loose to dense sand and sand mixtures (Stratum 5), and firm to very dense sand and shell mixtures
(Stratum 6) of the tertiary era Belgrade, River Bend and/or Castle Hayne Formations.
The groundwater table at the site was encountered at shallow depths ranging from about 2.5 to 5 feet
below the current ground surface during the exploration. Seasonal high groundwater table elevations
ranging from about 9 to 11.5 feet are estimated for the site.
Based on the subsurface data collected and anticipated structural reactions, a deep foundation system
using driven timber piles is recommended for supporting the proposed building frame. Piles should bear
in Stratum 6 at tip elevations on the order of -16 to -18 feet. The calculated allowable compressive
capacity is 25 tons for 8-inch tip diameter piles.
The building pad should be constructed and allowed to sit for 30 days prior to pile installation due to
consolidation potential of the Stratum 2 and Stratum 4 layers.
A conventional ground supported concrete floor slab may be used for the building following the
recommended site improvements. Removal of 6 to 12 inches of topsoil like material is expected to be
necessary in building and pavement areas.
Lightly loaded mechanical equipment and screen walls may be supported using shallow foundations
bearing on compacted structural fill or approved Stratum 1 soils. A maximum design bearing pressure of
2,000 psf can be used for these structures.
A maximum design CBR value of 4 is recommended for new pavements supported by the upper native
soils in a compact and stable condition. Preliminary surfaced and unsurfaced pavement sections are
provided.
The Stratum 1 soils were measured to have infiltration rates on the order of 0.1 to 0.3 inches per hour,
and when combined with a shallow groundwater table, do not suggest feasible conditions for infiltration
and bioretention LID systems.
Site Class D for seismic design was determined for the site based on the results of this exploration.
The vast majority of materials to be excavated from the site are not recommended for reuse as structural
fill and backfill on the project based on the field and laboratory test results.
Soil resistivity measurements obtained in the upper 40 feet ranged from about 5,700 to 32,500 ohm -cm.
The site is expected to have moderate corrosivity potential to buried metal.
Chemical analysis of 2 soil samples from the upper 4 feet indicated the presence of TCLP Barium,
Toluene and Xylene but at concentrations below regulatory action levels.
GER

TABLE OF CONTENTS
PAGE
EXECUTIVE SUMMARY ............................................... i
PURPOSE OF EXPLORATION .........................................
1
PROJECT INFORMATION .............................................
1
SITE DESCRIPTION .................................................
1
EXPLORATION PROGRAM ............................................
1
EXPLORATION RESULTS .............................................
2
Soil Stratigraphy .................................................
3
Groundwater...................................................
4
Surface Materials ................................................
4
SUBSURFACE EVALUATION ..........................................
5
RECOMMENDATIONS................................................
7
Building Foundations .............................................
7
Ancillary Structures ..............................................
7
Ground Floor Slab ................................................
8
Subgrade Preparation ............................................
8
Pavements......................................................
9
Fill and Backfill..................................................
9
Seismic Parameters ..............................................
10
LID Stormwater Management .....................................
10
LIMITATIONS......................................................
10
APPENDICES
APPENDIX A - Drawings
APPENDIX B - Field Test Data
APPENDIX C - Laboratory Test Data
APPENDIX D - Procedures and Interpretation Methods
GER

P-726 Regional Communications Station, MCAS New River, NC
GER Project No. 110-6148
Purpose of Exploration
The purpose of this exploration was to obtain
geotechnical data from the proposed project site
and to provide recommendations associated with
the project foundations and site improvements
based on analysis of the field and laboratory data
obtained.
Project Information
The proposed project will design and construct a
single story communication building (20,345 SF) at
Marine Corps Air Station (MCAS) New River, North
Carolina. A site location plan is shown in Figure 1
and on Drawing 1 in Appendix A. Building
construction is anticipated to include structural
steel framing, reinforced CMU walls, brick veneer,
reinforced concrete Floor, tentative pile foundation
system and passive underslab vapor barrier. Site
improvements will include a screen wall enclosed
mechanical yard, a bituminous pavement access
road, resurfacing an existing parking lot,
unsurfaced service yard pavement, concrete pads,
grounding system, fencing, walks, utilities and
stormwater management using a low impact
development (LID) system. Anticipated structural
loads were provided as 100 to 200 kips for
columns and 5.5 to 7.5 kips per linear foot for
bearing walls. The finished Floor elevation for the
building will be 16.00 feet (NAVD88).
Site Description
The project site is located south of Curtis Road and
west of McAvoy Street at MCAS New River. Nearby
buildings include the theater (AS240) and the
chapel (AS236). Current site conditions in the
proposed building area consist of a mix of open
grass areas, a baseball field, and stands of mature
pine trees. Ground surface elevations in the
proposed building area range from about 13.0 to
14.5 feet. A meandering creek and concrete
sidewalks are present along the western side of
the project site. The depth of the creek is on the
order of 6 feet and it appeared to contain about 1
to 2 feet of water during the investigation. An
asphalt surfaced parking lot exists to the north of
the proposed building area. Underground utilities
at the project site include water and
communications. According to historical images
viewed on Google Earth and USGS topographic
maps, the proposed building area has not been
February 26, 2013
Page 1
Figure 1. Site Location
previously developed. Observation of the existing
theater building revealed diagonal cracks that have
been repaired on the CMU exterior.
Exploration Program
The subsurface exploration program consisted of
the following sampling and testing at the
approximate locations shown in Figure 2 and on
Drawing 2 in Appendix A:
❑ Performing 4 piezocone penetration test (CPTu)
soundings, designated CPT-1, CPT-2, CPT-3 and
CPT-4, to nominal depths of 60 to 100 feet
below existing grades for the proposed building.
❑ Obtaining 30 down -hole shear wave velocity
(Vs) measurements at nominal 1 meter depth
intervals to 100 feet deep in sounding CPT-1.
❑ Conducting 2 pore pressure dissipation tests in
identifed saturated cohesive strata during
soundings CPT-1 and CPT-2.
❑ Performing 11 direct push and hand auger soil
borings, designated BMP-1, BMP-2, BMP-3,
CPT-2, CPT-3, PB-1, PB-2, PB-3, PB-4, PB-5 and
PB-6, to depths of 6 to 8 feet below existing
grades at proposed BMP, building and
pavement areas.
❑ Conducting 2 in -situ constant head borehole
permeability tests at depths of about 1 to 2.25
feet at locations BMP-2 and BMP-3.
GER

P-726 Regional Communications Station, MCAS New River, NC
aER Project No. 110-6148
❑ Installing 2 temporary piezometers for
measuring stabilized water levels at
locations BMP-1 and PB-6.
❑ Obtaining in -situ soil resistivity
measurements at 2 trial runs in the
proposed building area.
❑ Performing dynamic cone
penetrometer (DCP) testing of the
upper soils at locations PB-2 and PB-3.
❑ Collecting 2 bulk soil samples in the
upper 3 feet at locations PB-1 and
PB-4 for laboratory CBR tests.
❑ Collecting 2 composite soil samples
from the upper 4 feet at locations
BMP-1 and PB-5 for laboratory
chemical analyses.
❑ Performing geotechnical laboratory
testing for natural moisture content,
grain size, plasticity, pH and CBR on
selected soil samples recovered from
the site.
❑ Performing chemical laboratory
analysis for Benzene, Toluene, Ethyl
Benzene and Xylene (BTEX), total
petroleum hydrocarbons (TPH) for both diesel
and gasoline range organics (DRO & GRO), and
toxicity characteristic leaching procedure (TCLP)
for the 8 RCRA metals.
The testing locations and depths were selected by
aER in consultation with the A/E. Test locations
were selected in part based on accessibility. Field
exploration test results are provided in Appendix B.
Laboratory test results are provided in Appendix C.
Exploration procedures and interpretation methods
are provided in Appendix D.
The piezocone penetration test (CPTu) soundings
were conducted using an integrated electronic
seismic piezocone with a 15 cm2 tip and a 225 Cm2
friction sleeve. The cone is designed with an equal
end area friction sleeve and a tip end area ratio of
0.80. The piezocone dimensions and the operating
procedure were in accordance with ASTM D 5778.
Pore pressure filter elements made of porous
plastic were saturated under a vacuum using
silicone oil as the saturating Fluid. The pore
pressure element was 6 mm thick and was located
immediately behind the tip (the U2 location).
February 26, 2013
Page 2
Figure2. Testing Locations
The cone was advanced using a 20-ton track
mounted CPT rig. Tip resistance (qc), sleeve
friction (fs) and dynamic pore pressure (u) data
were recorded every five centimeters as the cone
was advanced into the ground. The reported tip
resistance (qt) was corrected for porewater effects.
Soil borings were performed by hand augering or
direct push apparatus advanced by the testing rig
as indicated. Soil samples from the borings were
visually classified in general accordance with ASTM
D2487 and selected representative samples were
saved for laboratory testing.
Exploration Results
The subsurface conditions encountered at the
boring and sounding locations are shown on the
soil boring and cone penetration test records in
Appendix B. The soil boring records represent our
interpretation of the subsurface conditions based
on visual examination of field samples obtained
and laboratory classification testing on selected
samples. The CPT sounding records represent
direct measurement and interpretation of the
subsurface conditions based on published
correlations to strength, stiffness, behavior and
GER

P-726 Regional Communications Station, MCAS New River, NC February 26, 2013
aER Project No. 110-6148 Page 3
other index properties. The lines designating the STRATUM 2 was composed of very soft to firm,
interface between various strata on the testing high plasticity, silty clay. It was encountered below
records represent the approximate interface Stratum 1 and extended to depths of about 8 to 9
location. In addition, the transition between strata feet below the ground surface, or elevation of
may be gradual. The material types and strata about 4 to 5 feet. The soil borings terminated in or
depths shown on the testing records are not above this layer. CPT tip resistance ranged from
necessarily representative of all materials that will about 2 to 12 tsf and averaged about 5 tsf.
be encountered during construction. Water levels Undrained shear strength in this layer was
shown on the testing records only represent the indicated at about 0.1 to 0.6 tsf with an average of
conditions present at the time frame of the about 0.3 tsf.
exploration.
Soil Stratigraohv
The interpreted subsurface profile at the testing
site is composed of 7 general stratigraphic layers.
Figure 3 and Drawing 3 in Appendix A show an
estimated subsurface profile based on selected test
boring and sounding locations. Variations between
the estimated profile and actual subsurface
conditions can be expected.
STRATUM A was composed of fill and possible fill
that included sandy silt and silty sand with traces
of clay, crushed stone, gravel and organic material.
It was encountered at five of the test locations and
extended to depths of about'/2 to 3 feet below the
ground surface. Strength and density parameters
for this layer are expected to be variable.
STRATUM 1 was composed of soft to stiff, low
plasticity, sandy and silty clay and loose to firm
clayey sand. Stratum 1 was encountered from
below surface materials or Stratum A to depths of
about 4 to 6 feet below the existing ground
surface, or elevation of
about 6 to 9 feet. CPT
tip resistance ranged
from about 5 to 82 tsf
and averaged about 23
tsf. Undrained shear
o
strength for the clays
of this layer was
=
indicated at about 0.2
E
to 2 tsf with an average
of about 0.6 tsf.
Drained friction angle
for the clayey sands is
estimated to range
from about 300 to 420
and average roughly
33".
STRATUM 3 was encountered below Stratum 2 in
the CPT soundings and extended to depths of
about 11 to 13 feet below the existing ground
surface, or elevation of about 0 to 2 feet. Stratum
3 was indicated as firm to very loose sand and
sand mixtures. CPT tip resistance ranged from
about 6 to 116 tsf and averaged about 33 tsf in
this stratum. Drained friction angle is estimated to
range from about 280 to 420 and average roughly
340 for this layer.
STRATUM 4 was encountered below Stratum 3 in
the CPT soundings and extended to depths of
about 15 to 17 feet below the ground surface, or
elevation of about -1 to -3 feet. It was indicated as
very soft to firm clay and clay mixtures. CPT tip
resistance ranged from about 3 to 12 tsf and
averaged about 7 tsf. Undrained shear strength in
this layer was indicated at about 0.2 to 1.1 tsf with
an average of about 0.4 tsf.
STRATUM 5 was indicated as very loose to dense
sand and sand mixtures with occasional thin clay
Figure 3. Estimated subsurface Profile
GER

P-726 Regional Communications Station, MCAS New River, NC February 26, 2013
a¢R Project No. 110-6148 Page 4
lenses. It was encountered below Stratum 4 in the to an elevation of about 8 to 10 feet. Perched
CPT soundings and extended to depths of about 28 water was noted at one testing location. Seasonal
to 31 feet below existing grades, or elevation of high water table (SHWT) elevations on the order of
about -14 to -17 feet. CPT tip resistance ranged 9 to 11.5 feet are estimated for the site based on
from about 7 to 193 tsf and averaged about 85 tsf these measurements and observed soil coloration
in this stratum. Drained friction angle is estimated and texture.
to range from about 300 to 440 and average
roughly 360 for this layer.
STRATUM 6 was encountered below Stratum 5
and extended to the termination depths of the
soundings. It was indicated as firm to very dense
sand and sand -shell mixtures of the tertiary era
Belgrade, River Bend and/or Castle Hayne
Formations. Cl tip resistance ranged from about
74 to 520 tsf and averaged about 250 tsf in this
stratum. Drained friction angle is estimated to
range from about 380 to 470 and average roughly
420 for this layer.
Figure 4 and Drawing 4 in Appendix A show a
profile plot of penetration resistance and estimated
soil parameters from the CPT sounding results.
Groundwater
The groundwater table was encountered in the soil
borings and CPT soundings at depths of about 2.5
to 5 feet below the ground surface during the
exploration. These groundwater levels correspond
.0
70
LD
W
too
The water levels shown on the testing records
represent the conditions encountered at the time
frame of the exploration and do not necessarily
represent the water conditions that will be
encountered during construction. Fluctuation in the
water levels may occur due to variations in
precipitation, evaporation, construction activity,
surface runoff, tides and other local factors.
Surface Materials
A 6 to 12 inch veneer of topsoil like material was
encountered at most of the testing locations.
Topsoil is a generic description meaning the
surface soil horizon and does not necessarily imply
the material is suitable for reuse on the project. At
location PB-2 in the existing parking lot, the
surface material was composed of approximately
2.25 inches of asphalt paving and 6 inches of
crushed shell aggregate base. Surface material
thickness and composition can be expected to vary
across the project site limits.
II
III
I�
III
�I
III
I
II
III
III
III
III
III
I
uI
DI
III
�I
soo }oo 3W 400 soo ss Bo is ao 45 so 00 os so is xo 0
C" no R.J.[.v. lup i,ktb AryW le.[) Uadl rcd sirery1R11.0
so r to soo soon
OCR ( 'u 4M Is.I
Figure 4. Estimated Resistance and Soil Parameter Profile from CPT
GER

P-726 Regional Communications Station, MCAS New River, NC
0eR Project No. 110-6148
Subsurface
Evaluation
We have evaluated the project
information, site conditions and
subsurface conditions described in the
preceding sections with regard to
supporting the proposed building and
the associated site development. Of
primary concern for the proposed
structure is the soft, compressible
Stratum 2 and Stratum 4 layers with
respect to supporting shallow
foundations and the proposed site
grade increase.
Bearing capacity calculations performed
for the Stratum 1 clays and clayey
sands indicate a design soil bearing
pressure up to 2,000 psf would be
appropriate for shallow footings.
Results of settlement calculations
performed using this bearing pressure
and the structural loads provided are
shown by the blue and red curves in
Figure 5. It can be seen that total
settlements on the order of 1 to 11/4
inches are estimated for columns and total
settlements in excess of '/4 of an inch are
estimated for bearing walls. There is also a 2 to
3-foot building area grade increase which is
expected to produce total settlements on the order
Of 1/2 to of an inch as shown by the green curve
in Figure 5. We expect these results will be
unacceptable for the proposed structure without
Fisk of settlement related cracking and other
potential serviceability issues.
Preloading the building area with surcharge
material is a potential improvement solution to
consolidate the compressible layers prior to
construction and permit a shallow foundation
design. However, due to the current
preconsolidation stress of Stratum 2 and its close
proximity to the anticipated footing bearing
elevation, we estimate at least 10 feet of structural
fill plus surcharge material would be required to
adequately preload the site over a duration of at
least 2 months. Additionally, on recent past
projects where the contractor was responsible for
monitoring the preloading program, we have seen
inexplicable results that did not provide confidence
that the desired site response and level of
0.0
0.2
0.4
0.6
February 26, 2013
Page 5
Wall Load (kips/ft) and Grade Increase (ft)
2 4 6 8 10
F=1q,
e Ircrease
50 100 150 200 250
Column Load (kips)
Figure 5. Estimated Total Settlements for Column Footings,
Wall Footings and Grade Increases
improvement was achieved. For these reasons, we
are not recommending ground improvement and
the use of shallow foundations for supporting the
building frame at this time.
Deep foundations are recommended for supporting
the proposed building framing. For the range of
structural loads provided, driven timber piles will
be the most cost effective deep foundation system.
Piles should be driven to bear in the Stratum 6
layer at tip elevations ranging from about -16 to
-18 feet based on the CPT soundings. For timber
piles having a 12-inch butt diameter and 8-inch tip
diameter, this is expected to result in an allowable
compressive capacity of 25 tons per pile. Figure 6
shows the results of calculated allowable capacity
versus elevation for 8-inch tip timber piles at each
of the CPT sounding locations.
The building pad should be constructed and
allowed to sit for 30 days prior to pile installation in
order to minimize negative skin friction effects on
the installed piles and to permit the use of a
conventional slab -on -grade floor with tolerable
post -construction settlements. This assessment is
based on a vertical coefficient of consolidation (Q
of 0.3 feet/clay estimated from the piezocone
GER

P-726 Regional Communications station, MCAS New River, NC February 26, 2013
0eR Project No. 110-6148 Page 6
dissipation testing and previous laboratory
15
consolidation testing in Stratum 2 for the
nearby P-648 project. Figure 7 shows the
estimated pore pressure dissipation 10
response for the compressible Stratum 2
and Stratum 4 layers due to the 5
application of a 360 psf uniform load (3
feet of fill). 0
s
We understand the project will include a
g
small mechanical equipment yard enclosed
5
by CMU screen walls. Loads on these
W
structures are anticipated to be on the
10
order of 500 psf or less. We expect it will
be feasible to isolate these lightly loaded
-15
structures from the building and use
shallow foundations bearing on approved
-20
native material or the building pad fill for
support.
-zs
Compacted structural fill and/or firm,
stable Stratum A and Stratum 1 soils are
expected to be satisfactory for supporting
bituminous and unsurfaced pavements
with a relatively low design CBR
value. However, the Stratum 1
clays will be moisture sensitive
and have the potential to
deteriorate under construction
2
traffic and upon exposure to wet
weather. We expect it will be
4
necessary to perform selective
undercutting and replacement of
pavement subgrade at parts of
6
the site where deteriorated
d
subgrade is encountered. Use of
e
geogrid reinforcement beneath
c
the pavement section could be an
economical method to improve
10
pavement subgrade support.
Dewatering and muck removal
12
should be expected at locations
where new pavements are
14
constructed over the existing
creek and ditches.
10
0 5 10 15 20 25 30 35 40 45 50 55 60
Allowable Compressive Capacity (tons)
Figure6. Calculated Allowable Compressive Capacity for
Driven Timber Piles
--s days
o-1day
3 day.
�7 day.
—10 day.
14 day.
�21 day.
a�
—o-28 day.
Lve
0 50 100 150 200 250 300 350 400
We believe the soil types, Excess Pore Pressure(psq
infiltration test results and
shallow groundwater levels Figure 7. Estimated Pore Pressure Dissipation Response of
encountered at the site are Stratum 7 and Stratum 4
unfavorable conditions for
infiltration and bio-retention LID techniques. LID techniques such as a sand filter system should
Traditional BMP systems or other, more expensive be considered for this project.
GER

P-726 Regional Communications Station, MICAS New River, NC February 26, 2013
aeR Project No. 110-6148 Page 7
Laboratory pH test results were slightly less than 5. ❑ A test pile program should be conducted prior
Along with the field resistivity test results, the site to installing production piles to evaluate length,
appears to have moderate corrosion potential for capacity and installation characteristics across
buried metal. Chemical laboratory analyses the site. Five test piles are recommended for
indicated the presence of TCLP Barium, Toluene the project, installed near each building corner
and Xylene; however, these compounds were and near the building center.
detected at concentrations well below regulatory ❑
action levels.
Recommendations
Based on the subsurface data obtained from the
site and our understanding of the project, the
following recommendations are provided.
Building Foundations
❑ The proposed building framing should be
supported using driven pile foundations. Piles
should be installed 30 days after the building
pad is constructed and brought up to final
subgrade elevation. Notes clearly indicating this
recommendation should be included in the
project plans and specifications.
❑ Round treated timber piles driven into the
Stratum 6 sand/shell layer at tip elevations of
approximately -16 to -18 feet are recommended
for the project. The calculated allowable
compressive capacity is 25 tons for piles having
a tip diameter of 8 inches and butt diameter of
12 inches (12-3-8 designation). Allowable uplift
capacity for these piles is estimated at 8 tons.
Static or dynamic load testing may be
performed for the project but is not required by
building code for the pile capacities considered.
As a minimum, pile capacity should be
estimated based on the test pile installation
characteristics using appropriate static or
dynamic analysis methods such as the wave
equation.
❑ Compatibility of the pile type and installation
equipment is essential to produce a foundation
that performs satisfactorily. Prior to installing
piles, the piling contractor should submit data
sheets on the proposed equipment and
installation procedures to the Contracting
Officer for evaluation. Impact hammers with a
rated energy on the order of 15,000
foot-pounds are expected to be suitable for pile
installation.
101
❑ The allowable axial capacities are based on a
factor of safety in the range of 2 to 2.5. ❑
Settlement of properly installed piles under the
allowable loads are expected to be '/2 of an
inch orless.
❑ Lateral capacity of individual 12-inch butt
diameter piles at safe bending limits is likely on ❑
the order of 3 tons, depending upon pile
embedment and type of connection into the pile
cap.
❑ Piles should generally be spaced at 3 pile
diameters center -to -center. A group efficiency
of 100% for axial loads may be used for this
All piles should be driven to achieve the
required embedment with sufficient driving
resistance to produce the required working
capacity. Preliminary driving criteria is practical
refusal or roughly 40 blows per foot of
penetration. Final driving criteria is to be
determined by the Contracting Officer after
completion of the test pile program.
Restriking piles after one or more days may be
required to verify soil setup and strength gain
after initial driving. Restriking 2 or more test
piles and selected production piles should be
included in the construction contract.
Installation of production piles should be
monitored by an experienced field inspector.
Piles which fail to achieve the specified tip
elevation or driving resistance may be subject
to rejection unless they are evaluated and
determined to be acceptable by the Contracting
Officer.
spacing.
❑ Piles should be driven without preaugering or Ancillary Structures
spudding through the surface if possible to ❑ Shallow foundations (concrete pads, turn -down
maximize side friction resistance. Preaugering slabs, spread footings, etc.) are expected to be
and spudding techniques should only be satisfactory for supporting the lightly loaded
permitted if performed and evaluated during mechanical yard and screen wall structures on
the test pile program. the project. The maximum allowable bearing

P-726 Regional Communications Station, MCAS New River, NC
aeR Project No. 110-6148
pressure is 2,000 psf for these elements
bearing on approved Stratum 1 soils or
compacted structural fill.
❑ Total settlement of shallow foundations may be
estimated using the curves shown in Figure 5.
❑ Footings and turn -down edges should bear at
least 16 inches below final exterior grades for
bearing capacity considerations and for
protective embedment. The depth for frost
protection considerations is 5 inches.
❑ The minimum footing width should be 18 inches
for strip footings and 36 inches for individual
column footings for ease of construction and to
prevent a punching failure.
❑ Foundation subgrades should consist of
relatively firm, dry suitable soils that are free of
debris, organic, highly plastic and loose
material. Foundation subgrades should be
verified and approved by a qualified field
inspector. Actual soil conditions should be
probed and compared to those described in this
report.
❑ If unsuitable subgrade materials are
encountered at the foundation locations, such
materials should be undercut to reach more
suitable or firm native soil and replaced with
approved structural backfill to the design
bearing elevation.
❑ Foundation subgrade soils are susceptible to
strength loss and deterioration after prolonged
exposure to the environment. Foundations
should be placed the same day that excavations
are made whenever possible. A "mud mat' of
lean or tremie concrete should be placed on
approved subgrades if this cannot be
accomplished and when precipitation is
imminent.
❑ If the soil conditions encountered are different
from those described in this report, the
geotechnical engineer of record should be
contacted by the Contracting Officer.
Ground Floor Slab
❑ A soil supported concrete floor slab may be
used for the project following the prescribed
subgrade preparation. Floating slabs should
generally be jointed at column lines and along
load bearing walls so that foundations and the
slab can settle differentially without damage.
February 26, 2013
Page 8
❑ Subgrade modulus for slab design will be based
in part on the properties of the building pad fill
material. A subgrade modulus of 150 pci is
estimated for typical compacted structural fill
placed over approved Stratum 1 subgrade soils.
❑ A minimum 4 inch thick layer of porous gravel
or clean sand fill should be used directly
beneath the slab to provide for lateral drainage
of moisture. If sand is chosen, it should
conform to ASTM C 33 Fine Aggregate. The
porous fill layer should be covered with an
impermeable membrane sheeting to retard
vapors and prevent clogging during concrete
placement.
Subgrade Preoaration
❑ The ground surface in the building and
pavement areas should be cleared, grubbed
and stripped of all vegetation, topsoil, fencing,
walks and debris to reach firm soils. This work
should be performed during a period of dry
weather to avoid excessive deterioration of the
exposed subgrade. Positive surface drainage
should be maintained at all times during
construction to prevent water accumulation on
the subgrade.
❑ The required surface material stripping depth
may be variable across the site and is estimated
at about 6 to 12 inches based on the soil
borings. Greater thickness may be required in
some places to remove uncontrolled fill and to
remove muck from existing creeks and ditches.
Site stripping should generally extend 5 feet
beyond the outside of building lines and to the
back of curb lines in pavement areas.
❑ Existing underground utilities in the proposed
building area should be removed and rerouted
to outside of the new building lines. Excavations
should be backf Iled as specified herein.
❑ The exposed subgrade soils in the building and
pavement areas should be compacted with a
non -vibrating drum roller and inspected by
proofrolling to check for pockets of soft soils
prior to grading. Proofrolling should be
conducted after a suitable period of dry
weather to avoid degrading an otherwise
acceptable subgrade. A loaded dump truck or
similar heavy rubber tired construction
equipment should be used for proofrolling.
GER

P-726 Regional Communications Station, MICAS New River, NC February 26, 2013
aeR Project No. 110-6148 Page 9
❑ Site stripping, grading and proofrolling should traffic expected by the end user. Pavement
be observed by a field inspector. Unsuitable soil materials and construction should conform with
conditions observed during this process should applicable UFGS and NCDOT specifications.
be corrected by excavating and replacement
with structural fill or other improvement
methods approved by the Contracting Officer.
❑ Foundation installation should be delayed for 30
days after the building pad is constructed and
brought up to final subgrade elevation. The top
4 inches of the building pad fill material should
be replaced prior to slab construction to remove
wet or contaminated soils resulting from
foundation construction operations.
Pavements
❑ A maximum design CBR value of 4 appears
appropriate for mechanically compacted and
firm existing Stratum 1 soils based on the
laboratory CBR and field DCP tests.
❑ Pavement section thickness design will depend
in part on the final grades, intended uses and
design traffic types and quantities which are
currently unknown. A preliminary bituminous
surfaced access road pavement section
calculated for an assumed 10 daily equivalent
single axle loads (ESAL-18) over a 20 year
design life is:
• 1.5" 5-9.5B Surface Course
• 2.5" I-19.0B Intermediate Course
• 8.0" Aggregate Base Course
• 200-lb Tensile Strength Geotextile Fabric
• Firm natural subgrade or compacted select
material
❑ For resurfacing the existing POV parking lot, an
asphalt concrete overlay in the range of 1 to 2
inches thick appears feasible. Milling the
existing pavement may be considered;
however, the existing pavement may become
damaged during milling due to its approximate
2-inch thickness. Existing pavement cracks
should be sealed and a liquid asphalt tack coat
should be applied to the overlay surface after it
is properly cleaned.
❑ A 6 to 8-inch layer of compacted aggregate
base course is likely appropriate for the
unsurfaced service yard pavement. Periodic
maintenance to repair pot holes and smooth
ruts can be anticipated.
❑ Final pavement section designs should be
❑ Topsoil, vegetation, debris and otherwise
unsuitable soils should be removed from the
pavement areas. During construction, positive
surface drainage should be maintained to
prevent water accumulation on the subgrade.
Dewatering trenches along the edges of the
pavement may be necessary to help promote
subgrade drying.
❑ After completion of rough grading, the
pavement subgrade should be proofrolled to
detect pockets of soft or otherwise unsuitable
material. Proofrolling should be conducted after
a suitable period of dry weather to avoid
degrading an otherwise acceptable subgrade. A
loaded dump truck or similar rubber tired
construction equipment should be used for
proofrol ling.
❑ To the extent possible, heavy construction
equipment should be restricted from traveling
over prepared surfaces. Prior to paving, a
second proofroll should be performed on the
aggregate base material to determine if
localized areas have degraded due to
construction traffic or moisture problems.
❑ Pavement construction is best suited for the
traditionally drier summer and fall months to
minimize deterioration of the subgrade soils
caused by construction traffic and exposure to
the environment. Use of geogrid reinforcement
should be considered as a bid option for
construction to potentially reduce quantities of
unsuitable soil removal.
Fill and Backfill
❑ Representative samples of each proposed fill
material should be collected before filling
operations begin and tested to determine
maximum dry density, optimum moisture
content, natural moisture content, gradation,
plasticity and CBR. These tests are needed for
quality control during construction and to
determine if the fill material is acceptable.
❑ Fill and backfill soil used in building and
pavement areas should consist of non plastic
granular material having a maximum of 25
percent fines by ASTM D 1140, and maximum
liquid limit of 30 and maximum plasticity index
adjusted as applicable for the actual vehicle
GER

P-726 Regional Communications Station, MCAS New River, NC February 26, 2013
a¢R Project No. 110-6148 Page 10
of 9 by ASTM D 4318. Acceptable soil Site Class ..................... D
classification symbols by ASTM D 2487 include Peak Ground Acceleration .......... 0.069g
GW, GP, GM, SW, SP, SP-SM and SM. 0.2s Design Acceleration Sos ........ 0.164g
❑ The majority of the existing site soils are not
expected to be suitable for reuse as structural
fill and backfill based on the laboratory results.
Fill imported from off -site borrow pit sources
should be anticipated.
❑ Fill and backfill soils should be spread in thin,
even layers not exceeding 8 inches loose
thickness prior to compaction. Each layer of soil
in building and pavement areas should be
compacted to achieve no less than 95 percent
of the laboratory maximum dry density as
determined by ASTM D 698.
❑ The moisture content of fill soils should be
maintained within t3 percentage points of the
optimum moisture content determined from the
laboratory Proctor density test. Fills should be
free of debris and deleterious materials.
❑ Crushed stone can be used for ease of
construction in certain structure backfilling
applications when approved by the Contracting
Officer. Material should consist of washed
crushed stone conforming to gradation #57 by
ASTM C 33 or NCDOT specifications.
❑ The fill surface must be adequately maintained
during fill construction. The fill surface should
be compacted smooth and properly graded to
improve surface runoff while construction is
temporarily halted. Excavations to receive
backfill should not be left open for extended
periods.
❑ Fill should not be placed on wet or frozen
ground. Fill which becomes softened from
excess moisture should be aerated and
recompacted to acceptable levels, removed and
replaced with new compacted fill, or as
otherwise directed by the contracting officer's
representative.
Seismic Parameters
❑ The following seismic design parameters for 5%
critical damping and a 2% probability of
exceedence in 50 years were determined from
mapped values for the geographic site location
using the 2012 International Building Code
(2008 hazard data) and USGS seismic hazard
mapping software:
1.0s Design Acceleration So, ........ 0.116g
❑ Preliminary liquefaction analysis of saturated
sands in the general soil profile using the in -situ
parameters measured from CPT and Vs testing
indicate a satisfactory factor of safety for the
probabilistic maximum considered seismic
event.
LID Stormwater Management
❑ The Stratum 1 clay and clayey sand soils were
measured to have in -situ infiltration rates on
the order of 0.1 to 0.3 inches per hour. These
soil types when combined with the shallow
groundwater depths encountered at the site are
not expected to be satisfactory conditions for
use of infiltration and bio-retention stormwater
techniques. A sand filter or similar system may
be required for LID compliance. Otherwise,
traditional BMP systems should be considered.
❑ Seasonal high water table (SHWT) elevations at
the site are estimated to range from about 9 to
11.5 feet based on the water conditions
encountered and soil coloration and texture.
Final determination of SHWT elevations will be
based on inspection by the NCDENR soil
scientist.
❑ Open stormwater management basins should
use side slopes of 31H:1V or Flatter to protect
from sloughing. Slopes should be protected
from erosion using one or more widely available
erosion control methods (turf, vegetation,
geosynthetics, hard armor revetment, etc.).
Limitations
The analyses and recommendations provided are
based in part on project information provided to
us. They only apply to the specific project and site
discussed in this report. If the project information
section in this report contains incorrect information
or if additional information is available, you should
convey the correct or additional information to us
and retain us to review our recommendations.
Regardless of the thoroughness of a geotechnical
exploration, there is always a possibility that
conditions between test locations will be different
GER

P-726 Regional Communications Station, MCAS New River, NC February 26, 2013
aeR Project No. 110-6148 Page 11
from those at the specific locations and that
conditions will not be as anticipated by the
designers or contractors. In addition, the
construction process may itself alter soil conditions.
Unanticipated conditions should be reported to the
design team along with timely recommendations to
solve the problems encountered.
GeoEnvironmental Resources, Inc. has performed
its services expressly for our client and its client
using that degree of care and skill ordinarily
exercised under similar conditions by reputable
members of our profession practicing in the same
or similar locality. No other warranty, expressed or
implied, is made. Third parties that rely on this
report recognize that environmental and geologic
conditions can vary from those encountered at the
times and locations where data are obtained, and
that the limitation on available data may result in
some level of uncertainty with respect to the
interpretation of those conditions, despite due
professional care.
GER

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(
30
Stratum 6
d0
z
50
L0
70
$B
on
3
r
0 40 80
((, TOpsui
C �
SC. Clayey Sand
120 160
DISTANCE ALONG PROFILE (feet)
Litholoav Graphics
® CL, Low Plasticity Clay
200
r
CH, High Plastidty Clay
INTERPRETED STRATIGRAPHY
Stratum A: FILL and possible fill as sandy silt to silty sand
Stratum 1: Soft to stiff low plasticity clay and loose to frm clayey sand
Stratum 2: Very soft to fine high plasticity silty clay
Stratum 3: Firm to very loose sand and sand mixtures
Stratum 4: Very soft to firm clay and clay mixtures
Stratum 5: Very loose to dense sand and sand mixtures
Stratum 6: Firm to very dense sand and shell mixtures
240 280
SITE MAP N
7�
Qti 4O
A ett• • cQt1
GQtA SA
• • A
00P 9 •06 64i
NOTES
The subsurface conditions presented
are interpreted based on the data
collected at specific test locations only.
Actual subsurface conditions will likely
vary from those indicated. Not all
testing locations are shown.
Elevations and strata depths shown
shall be considered approximate.
Explanation
8-1
9— SPT BIons
Wwbpy CPTTa
iiiiXX�II e.srsbMe
Water level reading during drMing
7 Water level reading after ddling
i Denotes additional ununainty
GeoEnvironmental Resources, Inc.
2712 s m awHvml. Suite 01
v,na B... V222052
SUBSURFACE PROFILE
Station, Marine Corps Air Station
110-6148 3

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20
20
30
40
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so
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s0
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oCPT4
e CPTd
MIN....
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EM
w 0 100 200 300 400 Soo 25 30 35 40 45 50 0 U T 0.5 3.0 2.5 2 0 0
C"Tip Redvt4nce (tso Friction Mete (d.g) Undreined Strength(td)
3 0 3
OCR
Soil parameters are estimated based
on established correlations to CPT
measurements. Refer to Appendix D
of the geotechnical report for
correlation references.
30 200 3000 174pwenr,mnm.rNlR..w.m.lne
C.,nn.1ned Mpd.hn (tsfl nl,y rrplMn
GeoEnvironmental Resources, Inc.
nn SwMsn BOYk vyY. SN tat
VA 2x52
CPT SOIL PARAMETERS
Station, Marine Corps Air Station
110-6148 I 4

TEST BORING RECORDS
The enclosed test boring records represent our interpretation of the subsurface conditions
encountered at the specific boring locations at the time explorations were made based on visual
examination of the field samples obtained and selected laboratory classification testing if
performed. The lines designating the interface between various strata on the boring records
represent the approximate interface location. In addition, the transition between strata may be
more gradual than indicated. Water levels shown represent the conditions only at the time of
the field exploration. It is possible that soil and groundwater conditions between the individual
boring locations will be different from those indicated. Boring surface and strata elevations, if
shown, shall be considered approximate and are referenced to project datum shown on the
plans or described in the geotechnical report unless noted otherwise.
GER

BORING LOG LEGEND
KEY TO DRILLING SYMBOLS
Split Spoon Sample (ASTM D 1586)
Q
Water Table at Time of Drilling
M.S.A. Hollow Stem Auger Drilling
1
Water Table after 24 hrs.
M.R.
Mud Rotary Wash Drilling
Undisturbed Sample (ASTM D 1587)
Boring Cave In
PP
Pocket Penetrometer (tsf)
Loss of Drilling Fluid
REC
Core Recovery (% )
L
Rock Coring (ASTM D 2113)
i
Auger Refusal
ROD
Rock Quality Designator (% )
[�
Roller Cone Advanced
Cl
Roller Cone Refusal
SCR
Solid Core Recovery (%)
Seepage into Borehole
Approximate Strata Change Depth --------
Approximate Strata Change Depth
Different Soil Types
Similar Soil Types
CORRELATION OF RELATIVE DENSITY AND CONSISTENCY
WITH STANDARD
PENETRATION TEST RESISTANCE (ASTM D 1586)'
SPT RESISTANCE (N) IN BLOWS PER FOOT
SPT
RELATIVE DENSITY' SPT CONSISTENCY'
N
SAND & GRAVEL N SILT & CLAY
0-4
Very Loose 0-2 Very Soft
5-10
Loose 3-4 Soft
11 - 30
Firm 5-8 Firm
31 - 50
Dense 9 - 15 Stiff
51 +
Very Dense 16 - 30 Very Stiff
31-50 Hard
51 + Very Hard
ROCK QUALITY`
FRACTURES, JOINT SPACING AND BEDDING
DIAGNOSTIC
ROCK PARAMETER
RQD (%)
DESCRIPTION
FIELD/LAB RATIO
SPACING
JOINTS
BEDDING
0 - 25
Very Poor
0.15
Less than 2"
Very Close
Very Thin
25 - 50
Poor
0.20
2" to 1'
Close
Thin
50 - 75
Fair
0.25
V to 3'
Moderately Close
Medium
75 - 90
Good
0.30 to 0.70
3' to 10'
Wide
Thick
90 - 100
Excellent
0.70 to 1.00
More than 10'
Very Wide
Very Thick
HARDNESS
Very He - Breaking specimens requires several hard hammer blows
Hard- Hard hammer blow required to detach specimens
Moderately Herd - Light hammer blow required to detach specimens
Medium - May be scratched 1/16' deep by a knife or nall, breaks Into several
pieces by light hammer blow
Soft - Can be gouged readily by knife or nail, corners and edges broken by
f nger pressure
Very Soft - May be carved with a knife and readily broken by finger pressure
WEATHERING
Etssh - Fresh rock, bright crystals, no staining
IS i& - Minimum staining and discoloration, open Joints contain day
Moderate - Significant portions of rock shows staining and discoloration, strong
rock fragments
Severe -Ah rock shows staining, rock fabric evident but reduced strength
Very Severe -Al rock shows staining, rock mass effectively reduced to soll
with strong rock fragments remaining
o to - Rock reduced to soil with rock fabric not discernable
ItResistance of a standard 2-Inch O.O.; 1.3754nch I.D. split spoon sampler driven by a 140 pound hemmer free -falling 30 inches.
teller Terze9hi and Peck, 1968
1after D. U. Deena 1963, 1967
GER

SOIL CLASSIFICATION CHART (ASTM D 2487)
SYMBOLS
TYPICAL
MAJOR DIVISIONS
GRAPH
LETTER
DESCRIPTIONS
° 0 0 0 ° 0
WELL -GRADED GRAVELS,
CLEAN
O O O
GW
GRAVEL -SAND MIXTURES,
GRAVEL
GRAVELS
000
LITTLE OR NO FINES
AND
GRAVELLY
(LITTLE OR NO
GP
POORLY -GRADED GRAVELS,
SANDMIXTURES,URES,
SOILS
FINES)
LITTTTLE OR NO
°a
COARSE
OF COARSE 50/
GRAVELS
°O�
GM
SILTY GRAVELS, GRAVEL -
GRAINED
FRACTION
WITH FINES
QoO
SAND - SILT MIXTURES
SOILS
RETAINED ON
u
NO.4 SIEVE
(APPRECIABLE
°O
GC
CLAYEY GRAVELS,GRAVEL -
AMOUNT OFFINES)
DOQ,�
SAND - CLAY MIXTURES
SW
WELL -GRADED SANDS,
CLEAN SANDS
GRAVELLY SANDS, LITTLE OR
SAND
NO FINES
"
MORE THAN 50 %
AND
(LITTLE OR NO
MATERIAL
SANDY
FINES)
SP
POORLY -GRADED SANDS.
Is
IS LARGER
THAN NO. 200
SOILS
GRAVELLY SAND, LITTLE OR
NO FINES
SIEVE SIZE
MORE THAN 50%
SANDS WITH
SM
SILTY SANDS, SAND - SILT
OF COARSE
FINES
MIXTURES
FRACTION
PASSING ON
NO. 4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
SC
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS, CLAYEY SILTS,
ML
SILT -VERY FINE SAND MIXTURES,
ROCKFLOUR
LOW PLASTICITY
INORGANIC CLAYS OF LOW TO
LIQUID LIMIT
CL
MEDIUM PLASTICITY,
FINE
LESSTHAN
GRAVELLY, SANDY, SILTY, a
GRAINED
50
LEAN CLAYS
OL
ORGANIC SILTS AND ORGANIC
SOILS
SILTS
CLAYS OF LOW PLASTICITY
AND
INORGANIC SILTS AND MICACEOUS.
CLAYS
MH
DIATOMACEOUS AND ELASTIC
MORE THAN 50 %
SILTY SOILS
OF MATERIAL
IS SMALLER
THAN NO. 200
HIGH PLASTICITY
LIQUID LIMIT
INORGANIC CLAYS OF HIGH
SIEVE SIZE
GREATERTHAN
CH
PLASTICITY. FAT CLAYS
50
OH
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC
SILTS
HIGHLY ORGANIC SOILS
- - -
PT
PEAT, HUMUS, MUCK, SWAMP SOILS
WITH VERY HIGH ORGANIC
CONTENTS
OTHER
DISTURBED SOILS WITH POSSIBLE DEBRIS
UNCONTROLLED FILLS
AND RUBBLE. OLD CONSTRUCTION
SOILS
WASTES, NON -ENGINEERED BACKFILLS
DECOMPOSED OR PARTIALLY
/ 0. 0,
TRANSITIONAL MATERIAL BETWEEN SOIL AND
WEATHERED ROCK
ROCK WHICH MAY RETAIN THE RELICT
STRUCTURE OF THE PARENT ROCK
Atterberg Limits
PARTICLE SIZE IDENTIFICATION
Low Plasticity Solis High Plasticity Solis
SOULDEW Greater man 300 mm (12 In.)
COBBLES: 75 mm Ia 300 mm (3 - 121a.)
80
50
m 40
Z 30
q
d 20
10
0
■■■■■■N.WE
M
PENE
MMMEN
MENNEN
��■■■
GRAVEL: Coarse- 19.0 mm to 75 mm(0.75.3 In.)
Fine- 4.75 mm 10 19.0 ran (W.0.75 In.)
SANDS: Coen. 2.00 mm to 4.75 mm
Medlum- 0,425 mm l02.00 mm
Fine 0.075 mm Io(I 25mm
SILTS A CLAYS: Lea. men 0,075 mm
PLASTICITY INDEX (Pit A SHRINK -SWELL POTENTIAL
0.4 None
4-15 Slight or Low
15-30 Medium to High
31- Hl9h to Very High
ADDITIONAL RELATIVE DESCRIPTIVE VALUES
0 10 20 30 40 50 80 70 80 90 100 Trace < 10% Same <35%but >20%
Liquid Limit Lido ° 20%but > 10% And > 35%
GER

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
Probe No: BMP-1
e Geotechnical & Industrial Engineering Consultants
Sheet: I of 1
Project: P-726 Regional Communications Facility
GER Project Number: 110-6148
Location: MCAS New River, NC
Driller: GER
Date: 1/30/2013
Depth (ft.): 8.0
Elevation (H.): 12.0
Client: HBA-H&A, JV
Equipment: Hand Auger
Elevation
Depth
Lith-
Material Description
Ground
Water
Comments
ft. m
ft. anology
FILL
Sampled as sandy sill, dark brown and light
gray, with traces of clay and pine bark
—10
3
_
Estimated SHWT= EL 9.0
Silty, Low Plasticity CLAY (CL)
1
Gray, trace sand, trace roots
Temporary piezometer water levels:
Q
4.2'(1/30/13)
1
4.6'(1/31/13)
Silty, High Plasticity CLAY (CM
5
Mottled gray and orange, trace sand
2
2
5
1
Boring terminated at 9 feet.
10
3
0
0
4

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Env roc ,Groundwater, Hazardous Materials, Probe No: BMP-2
� Geotechnical nical 8lndustrial Engineering Consultants
Project: P-726 Regional Communications Facility GER Project Number: 110-6148 Sheet: 1 of 1
Location: MCAS New River, NC Driller: ConeTec Date: 1/30/2013
Depth (ft.): 8.0 1 Elevation (R.): 13.3 Client: HBA-H&A, JV Equipment: Direct Push
Elevation Depth Lith- Material Description
fim flTo ology
Tan and orange, fine
tan, orange and light gray
tan and gray, trace sand
at
Water
1
Q
Comments
Estimated SHWT= EL 11.5

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, IndGroustrial Engineering
Cus onsultants
Probe No: BMP-3
� Geotechnical & Industrial Engineering Consultants
Project: P-726 Regional Communications Facility GER Project Number: II0-6148 Sheet: I of I
Location: MCAS New River, NC Driller: GER Date: 1/30/2013
Depth (ft.): 6.0 1 Elevation (a): 12.5 Client: HBA-H&A, JV Equipment: Hand Auger
Elevation I Depth Lith-
ft ft m ologY Material Description
10
Sampled as sandy silt, dark brow, with
traces of clay, gravel and organics
gray and orange, some to trace roots
Water
Comments
_L Estimated SHWT=EL 10.0
7 Perched water table

SOIL BORING RECORD
GeoEDvlronmental Resources Inc.Environmental, Groundwater, Hazardous Materials, Probe No: CPT-2
� Geotechnical &Industrial Engineering Consultants
Project: P-726 Regional Communications Facility GER Project Number: I10fi148 Sheet: I of 1
Location: MICAS New River, NC Driller: ConeTec Date: 1/30/2013
Depth (ft): 8.0 1 Elevation (ft.): 13.3 Client: HBA-H&A, JV Equipment: Direct Push
Elevation Depth Lith- Material Description
a — I a ,,, I elegy
10 F3
orange, brown and gray, trace roots
orange, gray and tan, trace sand
at
]round
Water Comments
in

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials, Probe No: CPT-3
� Geotechniwl &Industrial Engineering Consultants
Project: P-726,Regional Communications Facility GER Project Number: 110-6148 Sheet: 1 of 1
Location: WAS New River, NC Driller: ConeTec Date: 1/30/2013
Depth (ft.): 8.0 Elevation (fi.): 13.8 Client: HBA-H&A, JV Equipment: Direct Push
Elevation Depth Lith- Material Description
a m A m ology
10
0
Mottled light gray and tan, fine, trace roots
Clayey SAND (SC)
Dark brown, fine, little organics
Silty SAND ISM)
Orange and tan, fine, trace clay
Sandy, Low Plasticity CLAY (CL)
Mottled orange and light gray
Silty, High Plasticity CLAY (CH)
Mottled light gray and tan
Water
N
Comments

SOIL BORING RECORD
Environmental, Groundwater, Hazardous Materials,
GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants
Probe No: PB-I
Sheet: 1 of 1
Project: P-726 Regional Communications Facility
GER Project Number: 110-6148
Location: MCAS New River, NC
Driller: GER
Date: 1/30/2013
Depth (11.): 8.0
Elevation (fl J: 13.4
Client: HBA-H&A, JV
Equipment: Hand Auger
Elevation
ft. m
Depth
ft. m
Lith-
olo �
Material Description
p
Ground
Water
Comments
4
8" topsoil like material
FILL
Sampled as sandy silt, dark gray, with little
crushed stone
and
��.
Mottled light gray orange, fine
Sandy, Low Plasticity CLAY (CL)
Mottled tan, orange and light gray
10
3
5
1_7
Silty, High Plasticity CLAY (CH)
-
Mottled gray and orange, trace sand, trace
2
roots
2
Boring terminated at 8 feet.
5
I
10
3
4
—0
0

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, eeMaterials,
Probe No: PB-2
� Geotechnical 8lndustrial Enginneeringring Consultants
Sheet: 1 of 1
Project: P-726 Regional Communications Facility
GER Project Number: t IOfi148
Location: MCAS New River, NC
Driller: ConeTec
Date: 1/30/2013
Depth (ft.): 8.0
Elevation (ft.): 13.7
Client: HBA-H&A, JV
Equipment: Direct Push
Elevation
Depth
Lith- I
ology
Material Description
Ground
Water
Comments
ft. m
ft. m
0
2.25" asphalt, approx. 6" crushed shell base
4
�0
Silty SAND (SM)
Tan with gray and black, fine, little clay,
trace organics (Possible Fill)
Sandy, Low Plasticity CLAY (CL)
1
Mottled gray and brown
0
3
5
Q
Clayey SAND (SC)
Light gray, fine
2
Silty, High Plasticity CLAY (CH)
Mottled gray and brown
2
Boring terminated at g feet.
5
3
1
to
4
0
0

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental,nicalGroundwater, Hazalien dnna Materials,
Probe No: PB-3
� Geotechnical &Industrial Engineering Consultants
Sheet I of I
Project: P-726 Regional Communications Facility
GER Project Number: I IOfi148
Location: MCAS New River, NC
Driller: GER
Date: 1/30/2013
Depth (ft.): 8.0
Elevation (ft.): 14.0
Client: HBA-H&A, JV
Equipment: Hand Auger
Elevation
Depth
Lith-
ology
Material Description
p
Ground
Water
Comments
fl. m
ft. m
FILL
�s
Sampled as topsoil mixed with crushed
stone
Clayey SAND (SC)
q
.
Mottled tan, orange and light gay, trace
roots
Sandy, Low Plasticity CLAY (CL)
I
Mottled orange and gray, trace roots
10
3
./. l
Clayey SAND (SC)
Gray, fine
Silty, High Plasticity CLAY (CH)
Mottled tan and gray, trace sand
2
2
Boring terminated at 8 feel.
5
1
t0
3
4
0
0

SOIL BORING RECORD
Environmental, Groundwater, Hazardous Materials, probe No: PB—Y
GeoEnvironmental Resources, Inc. Geotechnical & Industrial Engineering Consultants
Project: P-726 Regional Communications Facility GER Project Number: 110-6148 Sheet: 1 of 1
Location: MICAS New River, NC Dr ller. GER Date: 1/30/2013
Depth (ft.): 8.0 Elevation (ft.): 13.2 Client: RBA-H&A, JV Equipment: Hand Auger
Elevation Depth Lith- Material Description
ft ft m ology
Dark gray to light gray with tan, fine, trace
to some roots (Possible Fill)
Silty, Low Plasticity CLAY (CL)
Mottled gray and orange, little to trace sand,
trace roots
10 Lz � I I
roots
3
orange and gray, trace sand, trace
Water
Q
Comments

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Emironmental' Groundwater, Hazardous Materials,
e Geotechnical & Industrial Engineering Consultants
Probe No: PB-5
Sheet: 1 of 1
Project: P-726 Regional Communications Facility
GER Project Number: 110-6148
Location: WAS New River, NC
Driller: ConeTec
Date: 1/3012013
Depth (ft.): 8.0
Elevation (ft.): 13.5
Client: HBA-H&A, JV
Equipment: Direct Push
Elevation
Depth
Lilh-
ology
Material Description
p
Ground
Water
Continents
ft. m
ft. m
8" topsoil like material
4
Clayey SAND (SC)
Mottled tan, orange and light gray, fine,
trace roots
—10
3
1
Sandy, Low Plasticity CLAY (CL)
Mottled orange and light gray
Q
Silty, High Plasticity CLAY (CH)
Mottled tan, mange and light gray, trace
5
sand
2
2
Boring terminated at 8 feet.
5
10
3
1
4
0
0

SOIL BORING RECORD
GeoEnvironmental Resources Inc. Environmental, Groundwater, Hazardous Materials,
� Geotechnical &Industrial Engineering Consultants
Probe No: PB-6
Sheet: I of 1
Project: P-726 Regional Communications Facility
GER Project Number: 110-6148
Location: MCAS New River, NC
Driller: GER
Date: 1/30/2013
Depth (ft.): 8.0
Elevation (ft.): 13.5
Client: HBA-H&A, JV
Equipment: Hand Auger
Elevation
fl. m
Depth
ft. anology
Lith-
Material Description
Ground
Water
Comments
12" topsoil like material
4
%.✓
Clayey SAND (SC)
Light brown, fine
Sandy, Low Plasticity CLAY (CL)
Mottled tan and light gray
Temporary piezometer water levels:
—10
3
I
1
-
3.S'(1/31/13)
4.5'(1/30/13)
j
Clayey SAND (SC)
Mottled light gray and orange, fine
Sandy, Low Plasticity CLAY (CL)
5
Mottled gray and orange
Silty, High Plasticity CLAY (CH)
Mottled orange and gray, trace sand
2
2
Boring terminated at g feet.
5
1
10
3
4
0
0

CPTu SOUNDINGS
References: ASTM D 5778, "Standard Test Method for Performing Electronic Friction
Cone and Piezocone Penetration Testing of Soils," Annual Book of ASTM
Standards, Vol. 04.08, American Society for Testing and Materials, January 1996.
Lunne, T., Robertson, P.K., and Powell, J.J.M., "Cone Penetration Testing in
Geotechnical Practice," Spoon Press, 1997.
Riaund, J. L. and Miran, J., "The Cone Penetrometer Test," Publication No.
FHWA-SA-91-043, Final Report, U.S. Department of Transportation, Federal
Highway Administration, February 1992.
Contractor: ConeTec, Inc.
Procedures: The CPT is a profiling tool described in ASTM D 5778 and various other publications.
No physical soil sampling is conducted during the test. A compression model
electronic piezocone penetrometer with a 15 cm2 tip and a 225 cm2 friction sleeve
was used. The cone is designed with an equal end area friction sleeve and a tip end
area ratio of 0.8. Prior to testing, the cone internal force transducers were calibrated
in a laboratory. At the beginning of each sounding, the cone was outfitted with a
vacuum -saturated, 6 mm thick porous plastic pore pressure element that is located
immediately behind the tip (the uz location). The cone was advanced using a 15-ton
hydraulic ramset mounted in a 25-ton truck or on a 20-ton tracked vehicle. As the
cone was advanced into the ground, tip resistance (qc), sleeve friction (fs) and
dynamic pore water pressure (u) were recorded every 2.5 centimeters
(approximately every one inch).
Limitations: The enclosed testing records represent an interpretation of the subsurface conditions
encountered at the specific testing locations at the time explorations were made. It is
possible that subsurface conditions between testing locations will be different from
those indicated. Strata contacts and surface elevations, if shown, shall be considered
approximate and are referenced to project datum shown on the plans or described in
the geotechnical report unless noted otherwise.
GER

CPT SOIL BEHAVIOR TYPE (SBT)
KEY TO SBT COLORS SHOWN ON CPT LOGS
CPT RESISTANCE PROFILE LEGEND — NORMALIZED
® Sensitive Fine Grained (Silts & Clays)
Organic Soils to Peat
® Clay — Clay to Silty Clay
® Silt Mixtures — Clayey Silt to Silty Clay
❑ Sand Mixtures —Silty Sand to Sandy Silt
❑ Sand — Clean Sand to Silty Sand
❑ Gravelly Sand to Sand
® Very Stiff Clay to Clayey Sand
❑ Very Stiff Fine Grained Soils
■ Very Stiff Cloy to Clayey Sand
CPT RESISTANCE PROFILE LEGEND — NON —NORMALIZED
® Sensitive Fine Grained (Silts & Clays)
Organic Soils to Peat
® Clay
® Clay to Silty Clay
® Clayey Silt to Silty Clay
® Sandy Silt to Clayey Silt
• Notes
Soil behavior type is the classification
of the soil based on its behavior and
not necessarily the actual soil type.
❑ Silty Sand to Sandy Silt
❑ Sand to Silty Sand
❑ Sand
❑ Gravelly Sand to Sand
® Very Stiff Fine Grained (Silt & Cloy)
❑ Very Dense Sand to Clayey Sand
GER

P-726 Regional Communications Station Cone Penetration Test CPT-1
MCAS New River, NC
G ER "'—"���"- project No: 110.6148
�' T Test Date: Jan. 31, 2013 Northing/Latitude: 34.72216 Total Depth: 101.7 (ft)
Est. Water Depth: 4 (ft) Easting/Longitude:-77.44469 Termination Criteria: Target Depth
Rig/Operator: ConeTec Surface Elevation: 13.4 (ft) Cone Size: 15 Cmz
Depth Tip Resistance
(ft) q
(tar)
0
5
10
15
20
25
30
35
40
45
50
a 55
a
60
65
70
75
80
a
85
0
90
� 95
100
Page 1 of 1
Sleeve Friction
(tst)
Friction Ratio
— R,
(%)
4M
Pore Pressure ssrF
—U:--ue MAI=1
(psi)
Saws - Clean Sam to
sly Sam
Saws - clean saw to
Silty Sand
Saws - Clean Sam to
Silty Sam
Saves - Clean Sam to
Silty Sam
Saws - Clean Saw to
Silty Sam
Sawa - Clean Sam to
Silty Saw
Saws - Clean Saw to
Silly Sand
Saw MbGtvas - Silt
Sand to sandy sin
la•
Equivalent
— Nw
=1
Elev
(ft)
10
5
0
-5
-10
-15
-20
-25
-30
-35
-40
-45
-50
-55
-60
-65
-70
-75
-80
-85

-•�
P-726 Regional Communications Station
Cone Penetration Test CPT-2
MCAS New River, NC
Project No: 110-6W
Test Date:
Jan. 31, 2013
Northing/Latitude:
34.72215
Total Depth: 62.3 (ft)
Est. Water Depth:
3.5 (ft)
Easting/Longitude:
-77.44438
Termination Criteria: Target Depth
Rig/Operator:
ConeTec
Surface Elevation:
13.3 (ft)
Cone Size: 15 Cmz
Depth Tip Resistance
Sleeve Friction
Friction Ratio
Pore Pressure
SBTr, Equivalent San,
(ft) qt
— f,
— R,
ur ---Us
MAI = 1 — N. (ft)
(ts1)
Raft
(ON
(psi)
0
5
10
15
20
25
30
35
40
45
50
> 55
7 60
100
200
300
400
Page 1 of 1
V
JV
IVV
IJV
...... I.........
.....:..1
it
I
I
................
i
i
.........:...........
i
I
Silt Abdures - Clay Silt to
Silty Clay
Silt Mltluree - Clay Silt to
Silty Clay
Sands - Clean Sand to
Silty Sand
Sands - Clean sand to
Silty Sand
sands - Clean Sand to
Silty Sand
1 10 _ „ 10f
4
10
5
0 -
-5
-10
-15
-20
-25
-30
-35
-40
-45 =

P-726 Regional Communications Station
MCAS NewewRiver,
NC Cone Penetration Test CPT-3
RiN
Project No: 110-6148
Test Date:
Jan. 31, 2013
Northing/Latitude:
34.72182
Total Depth:
62.3 (ft)
Est. Water Depth:
4.5 (ft)
Easting/Longitude:
-77.44476
Termination Criteria:
Target Depth
Rig/Operator:
ConeTec
Surface Elevation:
13.8 (ft)
Cone Size:
15 Cmz
Depth Tip Resistance
Sleeve Friction
Friction Ratio
Pore Pressure
SBT'
Equivalent
(ft) q,
—f
—R,
—uz--ue
MAI`1
—Nee
(tsf)
(tsf)
( h)
(psi)
0
5
10
15
20
25
30
35
40
45
50
55
60
100
200
300
400
loft
L
9
O
d
0
50
100
150
...L
I
I
I
I .
Saws - Clean Sand to
Silty Saw
Sands - Clean Sand to
Silty Sand
Sands -Clean Sand to
Silty Saw
Sewn - Clean Saw to
Sim saw
1
i
1
1
1
1
1
1
1
i
1
1
1
1
=3
Elev
(ft)
10
5
0
-5
-10
-15
-20
-25
-30
-35
-40
-45

P-726 Regional Communcations Station
��� MCAS New River, NC Cone Penetration Test CPT-4
Project No: 110-6148
Test Date: Jan. 31, 2013 Northing/Latitude: 34.72186 Total Depth: 62.3 (ft)
Est. Water Depth: 4 (ft) Easting/Longitude:-77.44447 Termination Criteria: Target Depth
Rig/Operator: ConeTec Surface Elevation: 13.5 (ft) Cone Size: 15 cmz
Depth Tip Resistance Sleeve Friction Friction Ratio Pore Pressure SBTe Equivalent Elev
(ft) q, 11'. Rr u, --Us MAI = 1 — N, (ft)
(tsf) (tsf) 14/61 (psi)
0
5
10
15
20
25
30
35
40
45
50
55
2 60
1 of 1
M
Ita
0
50
100
150
I
I
I
I
Clan - clay to silly
Clays - Clay to Silty Clay
sands - clean sand to
Silty Send
Sands - clean sand to
silty sand
Sands - clean sand to
silty sand
Sands - clean Send to
Silty Sena
=4
10
5
0
-5
-10
-15
-20
-25
-30
-35
-40
-45

0 Shear Wave Velocity at CPT-1 „
CONETEC P-726 Regional Communication Station �� �- „ •-
® MCAS New River, NC „.._...,_._.
January 31, 2013
Shear Wave Velocity (f 1s)
0 500 1000 1500 2000 2500 3000
0-
1
1
5
1
1 Profile
kverage
10
15
I
20
I
25
1
30
1
1
35 -
1
1
40
I
N2 45
&
I
I
m 50
a
o
I
55
1
60
1
I
65
1
I
70
I
75
I
I
80
1
85
I
I
90
I
95
I
I
100
105

Co� ConeTec Shear Wave Velocity Data Reduction Sheet
Hole:
CPT-1
Location:
P-726 Regional Communication Station
Cone:
AD-367
Date:
31-Jan-13
Source:
Beam
Source Depth
0.00 m
Source Offset
1.45 m
Tip Depth
Geophone
Travel Path
Interval time
Velocity
Velocity
Interval
Interval
(m)
Depth(m)
(m)
(ms)
(m/s)
(ft/s)
Depth (m)
Depth (ft)
0.00
2.00
1.80
2.31
3.00
2.80
3.15
7.49
112.4
368.7
2.30
7.55
4.00
3.80
4.07
7.04
129.9
426.2
3.30
10.83
5.00
4.80
5.01
7.89
120.0
393.6
4.30
14.11
6.00
5.80
5.98
5.79
166.5
546.3
5.30
17.39
7.00
6.80
6.95
4.90
199.0
652.8
6.30
20.67
8.00
7.80
7.93
5.04
194.8
639.0
7.30
23.95
9.00
8.80
8.92
4.03
244.5
802.2
8.30
27.23
10.00
9.80
9.91
2.18
453.4
1487.4
9.30
30.51
11.00
10.80
10.90
1.39
712.5
2337.5
10.30
33.79
12.00
11.80
11.89
1.35
735.7
2413.7
11.30
37.07
13.00
12.80
12.88
1.42
701.2
2300.7
12.30
40.35
14.00
13.80
13.88
1.38
717.9
2355.3
13.30
43.63
15.00
14.80
14.87
1.32
752.7
2469.4
14.30
46.92
16.00
15.80
15.87
1.45
687.7
2256.1
15.30
50.20
17.00
16.80
16.86
1.26
791.2
2595.9
16.30
53.48
18.00
17.80
17.86
1.70
586.4
1923.8
17.30
56.76
19.00
18.80
18.86
2.27
439.9
1443.4
18.30
60.04
20.00
19.80
19.85
2.86
348.2
1142.4
19.30
63.32
21.00
20.80
20.85
2.44
409.0
1341.7
20.30
66.60
22.00
21.80
21.85
2.28
437.3
1434.6
21.30
69.88
23.00
22.80
22.85
1.73
576.5
1891.4
22.30
73.16
24.00
23.80
23.84
2.12
469.8
1541.4
23.30
76.44
25.00
24.80
24.84
1.67
597.9
1961.7
24.30
79.72
26.00
25.80
25.84
1.96
510.1
1673.5
25.30
83.00
27.00
26.80
26.84
2.37
421.4
1382.6
26.30
86.29
28.00
27.80
27.84
2.37
421.5
1382.8
27.30
89.57
29.00
28.80
28.84
1.44
692.5
2272.0
28.30
92.85
30.00
29.80
29.84
1.85
538.7
1767.2
29.30
96.13
31.00
30.80
30.83
1.44
692.6
2272.3
30.30
99.41

Job No: 136W12 (lent:GER Pr*tTitle:P-726ReganelConnnationStation Operator. AS-BK Hole CPT-01 Ste: P-726Regional Date :01311308:28
CoNETIC aersie: 35T.T15001`1511500
TIME In)
0 10 20 30 W 50 60 70 80 90 100 110 120 130 iW 150 160 170 180 190 200

CONETEC
:1 1
150.0
120.0
90.0
U)
N
N
's1
60.0
O
a
30.0
M
-30.0
Job No: 13-54012 Sounding: CPT-1
GER Date: 01/31/2013 08:28 Cone: 367:T1500F15U500
Site: P-726Regional Cone Area: 15sgcm
0 300 600 900 1200
Time (s)
Filename: 1354012cp01.PPD U Min: 16.1 ft
Trace Summary: Depth: 2.000 m / 6.562 ft U Max: 33.4 ft
Duration: 1680.0 s
1500 1800

CONETEC
SEW
,u
:1 1
20.0
n
Job No: 13-54012 Sounding: CPT-2
GER Date: 01/31/2013 07:15 Cone: 367:T1500F15U500
Site: P-726Regional Cone Area: 15 sq cm
100
200
Time (s)
Filename: 1354012cp02.PPD U Min: 40.2 ft
Trace Summary: Depth: 4.000 m / 13.123 ft U Max: 78.1 ft
Duration: 340.0 s
300 400

Dynamic Cone Penetrometer
References: ASTM D 6951 - 03, "Test Method for Use of the Dynamic Cone Penetrometer in
Shallow Pavement Applications"
The 8-kg DCP is shown schematically in Fig. 1. It consists of the following components: a 15.8-mm
(5.8-in.) diameter steel drive rod with a replaceable point or disposable cone tip, an 8-kg (17.6-Ib)
hammer which is dropped a fixed height of 575-mm (22.6-in.), a coupler assembly, and a handle. The tip
has an included angle of 60 degrees and a diameter at the base of 20-mm (0.79-in.). The apparatus is
typically constructed of stainless steel, with the exception of
the replacement point tip, which may be constructed from
hardened tool steel or a similar material resistant to wear.
The DCP is held vertically and the tip seated such that the top — °kp("'6lb)
of the widest part of the tip is Flush with the surface of the ee h0 (10.1161
material to be tested. An initial reading is obtained from the
graduated drive rod or a separate vertical scale/measuring —Upper Rod
rod. The distance is measured to the nearest 1-mm (0.04-in.).
Some sliding reference attachments allow the
scale/measuring rod to be set/marked at zero when the tip is
at the zero point. Anvil with
Quick -Connect Pin —'
The operator raises the Hammer until it touches, but does not up",
impact, the handle. The Hammer is then allowed to free -fall Attachmonl
and impact the anvil coupler assembly. The number of blows
and corresponding penetration is recorded. _0,1vo Rod
15 mm (Sin in) diemavr
The depth of penetration will vary with application. For typical e;
highway applications, a penetration less than 750 mm (30")
will generally be adequate. In soft soil the DCP may be
advanced to 6 feet. The total penetration for a given number or Meesurin0 Rod
of blows is measured and recorded in mm/blow, which is then
used to describe stiffness, estimate an in -situ CBR strength
from an appropriate correlation chart, or other material Feet
characteristics. VP(reusebi°point —
or di spmable cone)
The presence of aggregates > 2" or rock strata will either FiPun 1-Schornetic of DCP Devito
stop further penetration or deflect the drive rod. If, after 5
blows, the device has not advanced more than 2 mm (0.08") or the handle has deflected more than 75
mm (3") from the vertical position, the test is stopped and the device moved to another test location.
If a distinct layering exists within the material tested, a change of slope on a graph of penetration/blow
vs. depth will be observed for each layer. The exact interface is difficult to define because, in general, a
transition zone exists between layers. The layer thickness can be defined by the intersection of the lines
representing the average slope of adjacent layers. Once the layer thickness' have been defined, the
average penetration rate per layer is calculated.
The correlation of penetration per blow (DCP) is derived from the equation CBR = 292/DCP"'
recommended by the US Army Corps of Engineers. This equation is used for all soils except for CL soils
below CBR 10 and CH soils. For these soils, the following equations are recommended by the US Army
Corps of Engineers:
CL soils: CBR < 10: CBR = 1/(0.017019*DCP)'
CH soils: CBR = 1/0.002871*DCP
Other correlations are made for resilient modulus and modulus of subgrade reaction

DCP TEST DATA
Location: PB-2
Project: P-726 Regional Communication Station Date: 31-Jan-13
Location: WAS New River, NC Soil Type(s): ABC over Silty SAND (SM)
Hammer Sol Type
010 lbs. 0 CH
0 17.0 I6s. 0 CL
0 Both hammers used 0 All other sells
No. of Accumulative Type of CBR (%)
Blows Penetration Hammer
(mm) 0.1 1.0 10.0 100.0
0 0 —{ 0 0
1 4 1 5 127
1 19 1
1 25 1 10 — __ _ —_ _ -- _ __- 264
1 34 1
-38 -_1 15 381 E
--� - 44 - 1 — c E
1-.......— 54 ..—. - 1 ~ 20 508 S
. .. . ..._ _ .__._.-...
Q.
63 1 W W
1 71 1 25 635
1 _ 77 1
- 81 1 30 762
1 1 99 1 - 35 889
1 106 1
1 113 1 40 1016
1_______ 120--------------- I______ 1 10 100 1000
1 129__1 k Value (pci)
1 143 1
1 161 1
1 204 1 GeoMean CBR Value (%): 14.4
---------'
1 243 .1_..._,_1 ...._
1 _ 254 1 GeoMean k-Value: 224 pci
1 269 1 61 MN/m3
279 1
1 289 - 1
1 302 1 Note: Depth 0 corresponds to 3 inches below asphalt surface
1 321 1
1 341 1
1 365
1 378 1
1 387
400 - - 1
--_-- -
-1 411 1............-...........-......._-._.......-.....-...1
1 _ _ 427_
1 _439_ 1
447
1 458 1
1 468 1
- 1-- -_-- 479 1
1 491 1
1 499 1 'Data Truncated For Viewinq Reference: ASTM D 6951
GER

DCP TEST DATA
Location: PO-3
Location: MCAS New River, INC
Hammer
0 10.1 lbs.
17.61bs.
0 Both hammers used
No. of Accumulative Type of
Blows Penetration Hammer
(mm) 0.1 1.0
0
0
1
0
5
10
1
49
1
1
73
1
1
98
1
21
1
148
1
176
1
15
E
20
1
203
1
1
233
1H
2s7
1
a
W
25
1
307
1
1
347
30
_
1
386
1
1
425
1
1
465
35
1
510
en
i
550
1
Soil Type(s): fine Clayey SAND (SC
SNI Type
0 CH
0 CL
0 All other soils
CBR (%)
10.0
1 ____588_______ ____�._____ 1 10 100
---- 1_ ---- -- 626 1
--- --- ----- ---- --- --- k Value (pci)
1 663 1
1 702 1 _
1 741_1 GeoMean CBR Value (%): 5.4
_ GeoMean k-Value: 153 pci
42 MN/m3
Note: Depth 0 corresponds to ground surface
100.0
0
127
254
381 E
E
508 3
IL
W
635
762
889
1016
1000
GER

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-726 Regional Communications Station
o e�a.:�.:
H.ara.u. Wt.,:h
Location: MCAS New River, NC
0<h.hni..i
GER Project #: 110-6146
Ha..rad Hyq.n.
Client: HBA-H&A, JV
o..enwwn„w,hi H..wr.... In..
Contract #: N40085.10-D-5301
0«�•�r�•oea,�.r.
Boring/TestNo: BMP-2
Setup Data
Test Date: 31-Jan-13
Investigator:
CFC
Test Depth: 68.6 H (cm)
Depth to Water Table:
125.0
S (cm)
Borehole Diameter: 8.3 2r (cm)
Depth to Impermeable:
N/A
(cm)
Reservoir Height: 53.3 D (cm)
Reservoir Area:
81.1
A (cmz)
Constant Head: 20.0 It (cm)
Water Temperature:
16
(GC)
Soil Description: Mottled tan -orange sandy CLAY (CL) Soil Alpha:
0.04
Feld Readings
Reading
Time Actual
__ _ _ _
�_ _T-____________
Reservoir Level ime Interval
______c_-m_- ___________m___L_
Consumption
_____
n__-_
__--m
Flow
____m____-in___
Rate
- No. _.
sLl
.......
_ . -(cm I --imL1-----'---- (mn1 -
-
--Water
--_-_
i
cm m_i_n_
_
0
15:50:00
I 32 1056
-------
-
15:57:30
---------t---------------
3;
.
__�-
_ _
0.13
_ _ __
1081
2
---------------------
16:04:30
-'--------------------
- 30 $ 1218 7.0
--- ------------ --------------j---------------
0.14
11.11
3
16:11:00
1
29 ; 1299 6.5
1
---------------------
81_
0.15
----------
12.47
-------------------------
____-__-__-4 _--------
-------------------
•-- 16.17:30_-
-------------t----------t--------------
-------_28 ; 1380 ; 6.5
_ _
1_--_--_L_•_Sl_-__-_
_ _
_
-----...-•-
0.15
-----------
12.47
-____-___3--__.-_i___
16:24_00_-
_
----_27 ! 1461 ! 6.5
_-__-
-------------
------------
i ----81
0.15
12.47
- -------
---- --------- --
---- - ----
------ •------------ --- - --------------
--------- ---
---------- -------- r------- --------- , - - - -
-
- - -
- -
---------- ---------
---- --------------
---------- -- ----- +----- ------------ --------------- -
-------•----t-
- - -
- --
-
_
_
--------------------
------------ ---
----------- ----------
- I-- -
-- -t-
--------------------
------------
14.0
12.0
=
=
10.0
a
-
-
8.0
__
_
-
__-___
_-
c 6.0
-
--
-
-
LL
4.0
0.0
0 1
2 3 4 5
6
Reading No.
Calculations
Field Saturated Hydraulic Conductivity, KM,,
L = 76.4
L/h = 3.82
by US Bureau of Reclamation, 1990
Kh,t = 0.007 cm/min
h/r = 4.85
KI„t = 0.165 in/hr
C = 1.70
by Reynolds et al., 1993
Kt at = 0.003 cm/min
V,/V, = 0.93
Kf, = 0.077 in/hr
AVG = 0.005 cm/min
0.12 in hr

MEASUREMENT OF FIELD SATURATED HYDRAULIC CONDUCTIVITY
Project: P-726 Regional Communications Station
Location: MCAS New River, NC
OotiLin1a•'
ma"•„"�"Y0�•••
GER Project #: 110-6146
Client: HBA-H&A,JV
Contract #: N40085.10-D-5301
°O^•'�"^o a^°'^^•��
Boring/Test No: BMP-3
Setup Data
Test Date: 31-Jan-13
Investigator: CFC
Test Depth: 30.5 H (cm)
Depth to Water Table: 76.2
S (cm)
Borehole Diameter: 8.3 2r (cm)
Depth to Impermeable: N/A
(cm)
Reservoir Height: 121.9 D (cm)
Reservoir Area: 81.1
A (cm')
Constant Head: 20.0 h (cm)
Water Temperature: 16
(°C)
Soil Description: Dark brown sandy silt FILL with gravel Soil Alpha: 0.12
Field Readings
Reading Time Actual tLevel Time Interval Consumption
---
----------------------------
Flow
Rate
_Reservoir __ _� _Water
---------- ------ -... - ------
__ No__ i HH:mm:ss ; ______ cm ; __ _ mL i m1n 1 cm
-----'---- - - kq2-------_' �1-----' -� -� -� -}-
mL
C"'1-
-
---------------------------
cm min
'91.
m min
-C---q---Z
..----- O 1 15_10:00-I-------25
1623 i i ------------ -+--------------,
-
f
- --
1 - -i 15,12,15 j 24
_ __ __ 2_-_ 1.5_:13.50 -
2.3
i 1701 _4
t _
81
1
0.44
36.03 _
3 _ 15:16:45 ; 22
-____--_i_-_-__-__-____--t___-__-__-__-__.r.....-_
-
-
; 1866 2.9 1 1
-__-__-_ _--__ __-_�-------------�___-__-__-__-_
81
0.34
_ 27.80
..- •---4------'--- 15:20.10--�------21
I
-----�----- 1947-... .... --3'4----- -----------1----8------
0.29
23.73 --
5 15:23:30 i 20
y2029j3 31�
81
I-_0.30
�24.32
-
---------6-------�---- 15:26.45-- -------19
----+----- 2110-----f ---3 3-•-------_---1------------81------�---0.31----�--24.95---
--------------------{----------------- ---------- ------
-----------
--------------a--------------
-------------
_------------- --____{_-__- ---------- _- _____--_-__-{___--
------- _
---- - ---------- _-------- __------
_____-__-___------------__--(.__--_-_.-_.._
-------------
--------------
-_----------
--------------._--_-_
�._._.
-------------- �------------ --- --------------t------
----I---------------------------
-------- ----
--
---------.....
t-............
60.0
50.0
40.0-
w
m
-
3 30.0
20.0
-
---
-
-
10.0
0.0 - -
- - -
0 1 2 3 4 5
6
7
Reading No.
Calculations
Field Saturated Hydraulic Conductivity,
Kft
L = 65.7
L/h = 3.29
by US Bureau of Reclamation, 1990 Kf.t =
0.014
cm/min
h/r = 4.85
Kf:at =
0.327
in/hr
C = 1.70
by Reynolds et al., 1993 Kfs t =
0.010
cm/min
Vk/Va = 0.93
Kf�t =
0.237
in/hr
AVG =
0.012
cm/min
0.28
in/hr

35,000
-9 -Test 1
30,000
•Test 2
—AVERAGE
25,000
tEi
E
t
0 20,000
w 15,000
N
d
10,000
N
5,000
0
0 5 10 15
20
25 30 35 40 45
Electrode Spacing (feet)
Directly Measured
Resistance (ohms)
Spacing, d (ft)
5 10 15
20 30
40
Test 1
25 6.9 3.5 1.5 1.1
1.6
Test 2
34 11 5.6 2.1 1.3
1.5
AVERAGE
29.50 8.95 4.55 1.80
1.20
1.55
Apparent Soil Resistivity (ohm -cm)
Test
23938 13214 10054 5745 6320
12256
Test
32555 21065 16086 8043 7469
11490
AVERAGE
28246 17139 13070 6894 6894
11873
AVERAGE OVERALL MEASURED RESISANCE, R (ohms):
• 7.9
AVERAGE OVERALL APPARENT SOIL RESISTIVITY, p (ohm -cm): 14,019
Site or
Boring No.
Building Area
Field Soil Resistivity Test
ASTM G57
Test Date: January 31, 2013
Ground Surf: Moist
Soil Desc.: Clayey Sand to Silty Clay
En vtra nmantal
Groun dwater
Instrument: Nilsson 400
Hamrdous Materlab
Gwtechnlcal
Method: Wenner 4 Point ASTM G57
hd usmal Hyglene
oEnvironmental Resources, Inc.
M
Project: P-726 Regional Communications Station
Location: MICAS New River, NCcon
Job Number: 110-6148
Client: HBA-H&A JV

LABORATORY TESTING
The enclosed laboratory results represent the subsurface soil properties encountered at the
specific boring locations based on the laboratory testing performed. It is possible that soil
properties and conditions between the individual boring locations and depths will be different
from those indicated.
GER

Page I of I
LABORATORY DATA SUMMARY
Project: P-726 Regional Communication Station
MCAS New River, NC
GER Project Number: 110-6148
Number: 5482-110
Date: 02/13/13
SAMPLE
NURBE
DEPTH
(FEET)
SAMPL
TYPE
CLASS.
MOISTURE
CONTENT
(%)
%
FINE
LL
PL
PI
MAXIMUM
DRY
DENSITY
(PCF)
OPTIMUM
MOISTURE
N
CBR
SWELL
M
PH
OTHER
TESTS
BMP-1
5
Grab
CH
49.6
-
91
31
60
-
-
-
-
-
-
BMP-2
6
Grab
CH
61.5
-
102
33
69
-
-
-
-
-
-
CPT-2
1
Grab
CL
23.9
-
1 43
17
1 26
-
-
-
-
-
-
CPT-2
7.5
Grab
CH
64.3
-
108
36
72
-
-
-
-
-
-
CPT-3
6
Grab
CH
55.8
-
108
34
74
-
-
-
-
-
-
PB-1
1 to 3
Bulk
CL
15.7
55.2
-
-
-
114.5
14.2
6.4
0.2
4.95
-
PB-1
4
Grab
CL
25.5
-
42
18
24
-
-
-
-
-
-
PB-2
1.5
Grab
SM
18.9
39.7
-
-
-
-
-
-
-
-
SIEVE
PB-4
1 to 3
Bulk
CL
18.2
57.9
-
-
-
112.8
15.0
4.3
0.2
4.85
-
PB-4
6
Grab
CH
52.8
-
102
33
69
-
-
-
-
-
-
PB-6
2
Grab
CL
19.9
53.2+107
-
-
-
-
-
-
-
-
SIEVE
PB-6
7
Grab
CH
63.0
-
33 1
74
-
-
-
-
-
-
Tests performed in accordance with applicable ASTM Standards.
etc.

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P-726 Regional Communications Station
MCAS New River, NC
GER Project Number:
110-6148
Number:
5482-110
Sample Number:
PBA
Sample Depth:
1 to 3 feet
Sample Description:
Sandy CLAY (CL), Brown and Tan, with Silt
Test Method:
ASTM D 698A
Maximum Dry Density (pcf): 114.5
Optimum Moisture (%): 14.2
140.0
135.0
130.0
125.0
v 120.0
IL
115.0
z
w
} 110.0
0
105.0
100.0
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
CALIFORNIA BEARING RATIO TEST
Project Name: P-726 Regional Communications Station
MCAS New River, NC
GER Project Number: 110-6148
Number: 5482-110
Sample Number: 1313-1
Sample Depth: 1 to 3 feet
Sample Description: Sandy CLAY (CL), Brown
and Tan, with Silt
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 114.5
Blows Per Layer:
34
Optimum Moisture (%): 14.2
Surcharge Weight (lbs.):
10
In Situ Moisture (%): 15.7
Compaction Before Soaking (%):
96.3
After Soaking Moisture (%): 17.4
Compaction After Soaking (%):
96.1
Unsoaked CBR Value: N/A
Soaked CBR Value: 6.4
Swell (%): 0.2
200.0
180.0
160.0
140.0
y 120.0
IL
100.0
0
p 80.0
J
Mil
20.0
0.100 0.200 0.300 0.400 0.500
PENETRATION IN INCHES
--0— Soaked CBR

Engineering and Testing Consultants, Inc.
MOISTURE -DENSITY RELATIONSHIP
Project Name:
P-726 Regional Communications Station
MCAS New River, NC
GER Project Number:
110-6148
Number:
5482-110
Sample Number:
PB-4
Sample Depth:
1 to 3 feet
Sample Description:
Sandy CLAY (CL), Brown and Tan, with Silt
Test Method:
ASTM D 698A
Maximum Dry Density (pcf): 112.8
Optimum Moisture (%): 15.0
140.0
135.0
130.0
125.0
U. 120.0
a_
w
115.0
z
w
110.0
o:
0
105.0
100.0
5.0 10.0 15.0 20.0 25.0
MOISTURE CONTENT (%)

Engineering and Testing Consultants, Inc.
Project Name: P-726 Regional Communications Station
MCAS New River, NC
GER Project Number: 110-6148
Number: 5482-110
Sample Number: PB-4
Sample Depth: 1 to 3 feet
Sample Description: Sandy CLAY (CL), Brown and Tan, with Silt
Test Method: ASTM D 1883
Maximum Dry Density (pcf): 112.8
Blows Per Layer:
30
Optimum Moisture (%): 15.0
Surcharge Weight (lbs.):
10
In Situ Moisture (%): 18.2
Compaction Before Soaking (%):
94.7
After Soaking Moisture (°/a): 19.2
Compaction After Soaking (%):
94.5
Unsoaked CBR Value: N/A
Soaked CBR Value: 4.3
Swell (%): 0.2
200.0
160.0
140.0
in 120.0
a
100.0
0
p 80.0
J
M- ��
at
20.0
0.100 0.200 0.300 0.400 0.500
PENETRATION IN INCHES
--0— Soaked CBR

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P-726 Regional Communication Station
MCAS New River, NC
GER Project Number:
110-6148
Project Number:
5482-110
Sample Number:
PB-2
Sample Depth:
1.5 feet
Sample Description:
Silty SAND (SM), Dark Tan and Gray, Fine to Medium,
Some Clay
Test Method:
ASTM D 422
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
1Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
99.9
10
99.6
20
97.6
40
91.9
60
76.6
100
66.0
200
39.7
100
90
80
70
60
50
40
30
20
10
0
100.000
10.000
1.000
0.100
0.010
0.001
0.000
Grain Size (mm)

Engineering and Testing Consultants, Inc.
SIEVE ANALYSIS
Project Name:
P-726 Regional Communication Station
WAS New River, NC
GER Project Number:
110-6148
Project Number:
5482-110
Sample Number:
PB-6
Sample Depth:
2 feet
Sample Description:
Sandy CLAY (CL), Tan, Fine, with Silt
Test Method:
ASTM D 422
Sieve Analysis Data
SIEVE
NO.
PERCENT
PASSING
1 Inch
100.0
3/4Inch
100.0
1/2Inch
100.0
3/8Inch
100.0
4
100.0
10
100.0
20
99.8
40
99.2
60
97.5
100
85.4
200
53.2
100
90
80
70
60
60
40
30
20
10
0
100.000
10.000
1.000
0.100
0.010
0.001
0.000
Grain Size (mm)

UNIVERSAL LABORATORIES
REPORT OF ANALYSIS
order ID: 1301497 I
(REPORT DATE)
21-Feb-13
TO: Geo-Environmental Resources Inc.
2712 Southern Boulevard
Suite 101
Virginia Beach Va 23452
ATTN: Charles Crawley
FuNumber: [phone]
E-MAIL
This report contains the analytical results for Protect Id N/A
designated as UL Order Id 1301497 and received on Thursday, January 31, 2013
The results contained in this report relate only to the samples Identified on this order. The
analytical results meet all requirements of NELAC unless specifically stated. This report shall not
be reproduced except in full.
CLIENT JOB LD. 110-6148
The data in this report has been reviewed and validated by:
Title
lure
20 Rasa dive 10712 Marareye Drive Pace 1 er/ TOLLfREE: (") 69&2162
Hempwn Va. 2 M Fre erl burg Va 22Q7 TELEPHONE: [phone]

ANALYTICAL DATA REPORT
UL ORDER ID 1307497
UL Sample Number 1301497-001
Sample Site: 110-6148
Grab DateMme: 113=013 15:00:00
Client Sample ID: BMP-1 @ VA'
Composite Start: WA
Sample Matrix: Soil
Composite Stop: N/A
Collected By. client
Test
Parameter
----------------------------------------------
Result
Units
RL
Analysis DataMme
Location Comment
SW-8461311/6010 C
Arsenic (TCLP)
<
mg/L
0.2
2/7/2013 10:00:00
HAM
Barium (TCLP)
0.120
mg/L
0.005
2/7/2013 10:00:00
HAM
Cadmium (TCLP)
<
mg/L
0.025
2/7/2013 10:00:00
HAM
Chromium (TCLP)
<
mg/L
0.05
2/7/2013 10:00:00
HAM
Lead (TCLP)
<
mg/L
0.15
2/7/2013 10:00:00
HAM
Selenium (TCLP)
<
mg/L
0.25
2/7/2013 10:00:00
HAM
Silver (TCLP)
<
mgA-
0.05
2/8/2013 12:42:00
HAM
SW-846 1311/7470
Mercury(TCLP)
Attached
mglL
0.0002
3114/201314:00:00
SUB
SW-846 8015 C
TPH DRO
<
mg/Kg
10
2/11/201312:25:00
HAM
SW-846 8260 B
Benzene
Attached
m9/K9
0.05
2/192013
SUB
Ethyl Benzene
Attached
mg/Kg
0.05
2/19/2013
SUB
Toluene
Attached
m91K9
0.05
2/19/2013
SUB
Xylene (Total)
Attached
mg/Kg
0.05
2/192013
SUB
SW-846 8260 B mod
TPH GRO
Attached
m9/K9
0.52
2/192013
SUB
Comments for 1301497-001
No comments
20 Reseamb Drive 10712 eallantraye Odve Paae 2 ar4 TOLL -FREE: [phone]
Hampton Va. 236H Fredtxkhbur9 Ve 22407 TELEPHONE: [phone]

ANALYTICAL DATA REPORT
UL ORDER ID 1301497
UL Sample Number 1301497-002
Sample Site: 110-6148
Grab Date/nme: 1/30M13 16,25M
Client Sample ID: PBS @ 1'-4'
Composite Start: N/A
Sample Matrix: Soil
Composite Stop: WA
Colleoted By: diiard
Test
Parameter
----------------------------------------------
Result
Units
RL
Analysis Date/Time
Location Comment
SW-846 1311/6010 C
Arsenic (TCLP)
<
mg/L
0.2
2/7/2013 10:00:00
HAM
Barium (TCLP)
0.102
mg1L
0.005
2/7/2013 10:00:00
HAM
Cadmium (TCLP)
<
mg/L
0.025
217/201310:00:00
HAM
Chromium (TCLP)
<
mg/L
0.05
2/7/2013 10:00:00
HAM
Lead (TCLP)
<
mg/L
0.15
2/7/2013 10:00:00
HAM
Selenium (TCLP)
<
mg/L
0.25
2/7/2013 10:00:00
HAM
Silver (TCLP)
<
mg/L
0.05
2/a12013 12:42:00
HAM
SW-846 13111747 0
Mercury(TCLP)
Attached
mg/L
0.0002
21141201314:01:00
SUB
SW-846 8015 C
TPH DRO
<
mg/Kg
10
2/6/2013 23:01:00
HAM '
SW-846 8260 B
Benzene
Attached
mg/Kg
0.05
2119/2013
SUB
Ethyl Benzene
Attached
mg/Kg
0.05
2/19/2013
SUB
Toluene
Attached
mg/Kg
0.05
2/19/2013
SUB
Xylene (Total)
SW-8468260 B mod
TPH GRO
Comments for 1301497-002
No comments
20 Research Dive 10712 Ballanbaye O w
Hampton Va. 23666 Fredericksburg Va 22407
Attached
mg/Kg
0.05
2/19/2013
Attached
mg/Kg
0.52
2/1912013
SUB
m
TOLL-F E'(800)6952162
TELEPHONE:[phone]

Analytical Methods Reference
Description:
Soil
Silver(TCLP)
Arsenic (TCIP)
Barium(TCLP)
al
Cadeium(TCLP)
Chmm,nn (TC(P)
Mercury (TCLP)
Land(TCLP)
Selenium(TCLP)
Diesel Range Organic
Gasoline Range Organics
Prep Method.
ANALYTICAL DATA REPORT
UL ORDER ID 1301497
VDEH Lab# 00030(Hampton) VDEH Lab# 00065(Fredericksburg) NCWW Lab# 543 (Hampton)
NCDW Lab# 51706(Hampton) VELAP ID 460036(Hampton) VELAP ID 460164(Fredericksburg
Method Reference accrediredhtatas
SW-8461311
SW-8461311/6010
r
3rs Edition
Accredited
SW41461311
SWA461311I6010
3n1 Etl
Accredited
SW41461311
SWA46131176010
Sb Edition
Accredited
SWd W35
SWd468260B
3b Edition
Accredited
SW 8461311
SWJ8461311/6010
3rd Edison
Accredited
SW41461311
SW-846131116010
aid Edition
Accredited
SW-8461311
SW-646131117470
3b Edition
Accredited
$Wd461311
SW 8461311MO10
3rd Edition
Accredited
SW 8461311
SW-5461311/6010
3rd Edition
Accedded
SW$463550
SWA46 Bills
3rd Edition
Accredited
SW-8465035
SW-84652608mad
3rd Edition
Accredited
NOTE' Analysis is cedomed accord' to U N I Laborsones Standard Oparadinkir Procedures which am ire ed on the analytical method` ref"nood eb e
GLOSSARY OF TERMS AND ABBREVIATIONS
RL (Reporting Unit): The miNmMm levels, concentrations, or quantities of target enalyle that can be reported e4N a specified degrees of con idence.Generelly this number Is mar equal to the
tersest calibration standard non v4th the analytical batch.
MDL (Mathoci Detection Limit): The constwerrt concentration that vihen processed through the complete method, produces a signal Will a 99%probability that it is different from the blank.
LCS (Laboratory Control Sample): is a sample matrix free from the an tlytes of Interest spiked with verified amounts of anayries.
MS (Manx Spike): a Sample prepared by asking a known mass of target analyse to a specific amount of sample for Mtch an Independent estimate of target anelyle concentration Is avellable.
MSD (Matrix Spike Duplicate): is a replicate real spike prepared in the laboratory aM anlyza i to obtain a measure of the precision recovery for each anallye.
Surrogate is a subetance vKh pmpalles that medic Me analyse of intereM.lt is unlikely to be found in environmental samples and is added to Nam for quality central purposes
IS (Internal Standard): IS a known amount of Standam added to a test person of The Semple as a reference far "Milan and controlling the pracslon orb bles of the applied aneytkal method.
RPD (Relative Percent Diference) is the difference betneen a set of Semple duplicates or sample spike Swill
ICV (Inlael Cellbratlon Valficaeon) CCV (Comnuirsg Calibmtlon Vedficatlon) FCV (19nal Calibration Venfceli0n)
Meshed Blank Is a sample matrix smlla ro die bans of associated samples Nat Is free from anall of Interest rob is processed anmdtaneausly Mth oho under the creme 00ndltimu 83 aenples,
Trip Blank Is a sample of analyse free media collected N the Same type of container (hat 19 required for the analytical test, taken from the laboratory to the sampling site and returned to Ne laboratory
unopened. A Ship blank is used to document contaminason aribulablo b Snipping and field handing procedures
Holding Time Is the monde um times Net samples may be held prior to analysis and still be cvnslde ed veils or not compromised
ug/L=pIm uglk9'ppb mg&g=ppm mgfL-ppm
Hl Analyzed N Hampton Lab
FRED= Analyzed In Fredericksburg Lao
QC Flan
Descri tion
B
Anayte found in method blank
H
Holding than exceeded
L
LCS outside acceptable limits
V
IC\//OCV/F CV outside acceptable limits
D
RFD outside acceptable Writs
MS
Matrix spike recovery outside acceptable limits
J
Result above calibration curve approximate value
Qc
Method QC C`itera rat met
MI
Matrix Interference
S
Surrogate outside acceptable lints
IS
Internal standard outside acceptable lurits
20 Research Delve 10712 Ballanbaye Drive Pee, 4 or4 TOLL -FREE: [phone]
Hampton Ve. 231160 Fredericksburg Va 22407 TELEPHONE: [phone]W

F.,
Primary Labordtorie& 1no.-,-
7423 Lee Davis R04 Mechanidville, VA 23 111 • Telephone [phone] • Fax [phone]
I oL
ANALYTICAL LABORATORY REPORT
19-Feb-13
Universal Laboratories
Attn: Mike Jennings
20 Research Drive
Hampton, Virginia. 23666
Date Received:
6-Feb-13
Date Sampled;
30-Jan713
Work Order No:
1302046-16
Client ID,
112811A97.A01 RMP-1 a V.A'
Test
Description
Final
Reiult
Reporting
Limit
Units of
Measure
Method
Numbers"
Date
Analyzed
Tech.
Initials
Benzene
0.002
mg/Kg
EPA 624
19-Feb-13
PB
Toluene
<0t005
0.005
mg/Kg
EPA 624
19-Feb-1 3
PB
Ethylbenzene
<0.005
0.005
mg/Kg
EPA 624
19-Feb-1 3
PB
Total Xylene
<0.010
0.010
mgfKg
EPA 624
19-Feb-13
PB
Date Sampled:.
i Work Order No:
Client ID:
3D-Jan-13
1302046-18
13014V-001 i3MP-1 0 1'-W
Test
Description
FinalReporting
Resut -
I Umft
Units ci,
I Measure
Method
I 'Numberi.
Date
Analvzed
Tech.
Initials
TPH, Gasoline Range
<5
5
mg/Kg
8260 B
19-Feb-13
PB
All methods are Standard Methods 18th Edition unless otherwise noted.
Note: AD analyses^e NELAC. certified.except.where noted with a
Signature: Date: 21211 ( 5.
Parry L Brfibg T lr7--
Laboratory Manager
Thwa ana"cal roub m bred upon notedats pMV19d by thedleM and M intwded Who odmiwe use of tM dent These
Mlylio;ilnowb m9ewdlimbeAMpment of PrwnwylabomWea4 tow P6nwyLabwAxW*, InQ 8MMWWF66Pan&U4.
OWose or UMIM, a to Vie kbrpvtaffon of ins analyVeW naft wnWmd in bee mporL Ttda mW is not to be repmduocd
a ..
mmyAth ptgmvidftnappmvWafpdawyLmxrAwdm hn
Page 1 of 1

Prima Laboratories-.Iae.
7423 Lee Davis Road, MochaaicsvifleVA2311.1. -.Telepbone(804) 559-9004 • Fax [phone]
ANALYTICAL LABORATORY REPORT
20-Feb-13
Universal Laboratories
Attn: Mike Jennings,
20 Research Drive
Hampton, Virginia 236M
Date Received:
"el>wl21
Date Sampled:
3"n-13
Work Order No:
1302046-19
Client ID,
13n4497J1A1; PR-9,M 45-A-
Test
Description
Final
Result
Reporting
Limit
Units of.
Measure
Method
Numbers*
Date
Analyzed
Tech.
Initials
Benzene
<0.062
uw
mg/Kg
EPA 624
1 9-Feb-1 3
pB
Toluene
0.005
0.005
mg/Kg
EPA 624
19-Feb-13
PB
Ethylbenzene
<0.005
0.005
mg/Kg
EPA 624
19-Feb-13
PB
Total Xylene
0.044
0.010
mg/Kg
EPA624
19-Feb-13
IDS
Date Sampled: 30-Jan-13
Work Order No: 1302046-19
Client ID: 1301497"2 PR-9 ffb 1'-W
Test . I ... :
Description
FAIlit' 1
R u
1:1 Reporting'
it
Measure
Numbers'
Date
Anal v7ed
Tech.
Initials
TPH. Gasoline Range
<5
5
mg/Kg
8280 B
19-Feb-13
PB
All methods are Standard Methods 1 8th Edition unless otherwise noted.
Note: All analyses are NELAC certified except where noted with a (#).
A
2-- Z /-
Parry L Bragg
Laboratory Manager
ThOSO a WCW MUMS M based upon MeWala Wav6ed bytft diem and are Intended for the ex*#M use of ft dlont These
ansWul rewft ffiPMeM the bazt09err"Pridmaq LabonflorieM W& PrhYWY LabWBIWIft W- asManea W MPOMMMty,
WWM W krONK 83 ID ft MfPMtff11W Of ft eft&"Cal rewb cWtolned in this report ThIs MPW Is not lo be rein0joed
4=W with the wffden approval of Pritywo Laboratmies, W-
Page 1 of 1

Primary Laboratories, Inc.
7423 Lee Davis Road, Mechanicsville, VA 23111 • Telephone [phone] • Fax [phone]
ANALYTICAL LABORATORY REPORT
it•= -'Slat
.Universal Laboratories
Attn: Mike Jennings
20 Research Drive
Hampton, Virginia 23880.
Date Received:
8-Feb-13
Date Sampled:
30-Jan-13
Work Order No:
1302070-03
CCent ID:
1301497-001 BMP-101'4'
Test
Final
Reporting
Regulatory
Units of
Method
Data
I Tech.
Description
Result
Limit
Level
Measure
Numbers`
Analyzed
Initials
Metals, TCLP
Mercury
<0.002
0.002
0.2
mg1L
3112 B
14-Feb-13
HV
at 14:00
All methods are Standard Methods 18th Edition unless otherwise noted.
Note: All analyses are NELAC certified except where noted with a (#).
Signature: Date:
Parry L. Bragg
Laboratory Manager
These ansly" reaft are based upon metedals Mviftd by the d M and am IMsndad w the wm aln uee of I* dent Thm
enetyboal reds mpment the beg ft daenaM or POnmy Labo oWn, Ina Pdmary labMaWes, Ina assumes no rasponsibllhy,
aWRM a implied, es to the Int pretaaon of the ereytical rebvlts contained In tlds nporL This report to not to be Mnoduced
m ptwlthIna written approvalofNtftwryIabmabiwIna VELAP#460173
DCLS# 237
Page 1 of 1

7423 Lee Davis Road Mechanicsville, VA 23111 • Telephone [phone] • Fax [phone]
ANALYTICAL LABORATORY REPORT
15-Feb-13
Universal Laboratories
Attn: Mike Jennings
20 Research Drive
Hampton, Virginia 23666
Date Received: 8-Feb-13
Date Sampled: 30Jan-13
Work Order No: 1302070-04
Client ID: 1301d97-002 PP3..6 d01.d
Test
Final
Reporting
Regulatory
Units of
Method
Date
Tech.
Description
Result
Limit
Level
Measure
Numbers"
Anatvzed
Initials
Metals, TCLP
Mercury
<0.002
rOOO2
0.2
mg/L
3112 B
14-Feb-13
HV
at 14:01
' Al methods are Standard Methods 18th Edition unless otherwise noted.
Note: All analyses are NELAC certified except where noted with a (#).
These an V WW-hsare buW upon mamnWs ProMW by enalmaentl eretnWWM for afeexdu*m use ofthedent Thm
anal0Cn1 nW bt nPresmrtthe bWkA9emant of Prlmory la0oratories.Inn PMary Lebontories, Inn aeaames w mpanelblbly,
express or InPW"tithe InterpnmBon of Pit anay&W resuM mNahvi In We sport. Ttda upon is not to ba raprotluced
except with tiro written appawal of Ptlmmy LabonlMm, I=
Page 1 of 1
VELAP# 460173
DCLS# 237

Universal Laboratories
20 Research Drive
Hampton, Va 23666
Subcontract Chain of Custody
Phone:[phone]
Fax: [phone]
Thursday, February 07, 2013 Purchase Order. 130207020 I.I.L. Contact ❑ Mike Jennings
To: SAMPLERECEIypiG Dan Thronton
PRIMARY LABS
N 3o Zo'3- o
Sample #
Sample ID
Teat
Method
Matrix
Collection Date _Time
1301480-M
SOIL SAMPLE
HGTCLP
Mercury(TCLP)
SW-846131117470
Soo
1292013
Z. 1301489-003
#1 (Total I" Composite
HG
Total Mercury
SM3112 B
Wastewater
2/12013
3 1301497-OW
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APPENDIX D
PROCEDURES AND INTERPRETATION METHODS
GER

GEOTECHNICAL EXPLORATION PROCEDURES
Boring, Sampling & Standard Penetration Testing
Standard penetration testing and split barrel sampling are conducted at regular intervals in a
borehole in accordance with ASTM D 1586. Standard practice on most GER projects is to
perform this testing and sampling continuously within the upper 10 feet of the subsurface, and
then at maximum 5-foot center -to -center intervals thereafter. At the desired test depth, the
drilling tools are removed and a split barrel sampler is connected to the drilling rods and
lowered back into the borehole. The sampler is first seated six inches into the bottom of the
hole to penetrate any loose cuttings from the drilling operations. It is then driven an additional
12 inches by the impact of a 140 pound hammer free -falling 30 inches. The number of hammer
blows required to drive the sampler for each 6-inch interval is recorded. The combined number
of blows required to drive the sampler the final 12 inches is designated standard penetration
resistance or N-value. Representative portions of soil from each split barrel sample are placed in
air tight glass jars or plastic bags and transported to a laboratory.
Undisturbed Sampling
Split barrel samples are used for visual examination and simple laboratory classification tests;
however, they are disturbed and not sufficiently intact for quantitative laboratory testing such
as strength or consolidation. When such laboratory testing is desired, relatively undisturbed
samples are obtained by slowly pushing a 3-inch diameter, thin -walled (16 gauge) galvanized
steel tube into the soil at desired sampling depths. This is followed by carefully removing the
soil -filled tube from the borehole and sealing the ends to prevent moisture loss. The procedure
is described in ASTM D 1587. Undisturbed tube samples are most frequently used for sampling
cohesive soils (clay and silt), but may be used to sample fine grained cohesionless soils with the
aid of a piston sampling head.
Excavation
When explorations do not require machine -drilled borings, excavations, test pits, hand auger
borings and other means described in ASTM D 4700 may be used to observe shallow
subsurface conditions and to collect soil samples. The maximum depth of these methods is
generally limited by the depth of groundwater. These methods are useful in obtaining bulk
samples for laboratory classification, compaction and other remolded tests.
Rock Corino
Core drilling methods described in ASTM D 2113 are used to advance boreholes into rock or
extremely dense soils which are not penetrable by conventional boring methods and typically
exhibit more than 100 blows per foot by ASTM D 1586. Core drilling methods employed by GER
use double tube swivel -type designed equipment with a drilling Fluid, in which an outer tube
rotates and performs the cutting while the inner tube remains stationary and collects a
continuous sample of rock.
In -Situ Methods
In -situ tests are sometimes used on projects to obtain additional subsurface data. These
methods provide direct and empirical measurement of various soil properties without collection
of actual samples. Because samples are not collected, it is not common practice in the U. S. to
I
of

utilize in -situ tests alone to accomplish geotechnical investigations. On projects where in -situ
testing is used, it is customary to perform them in conjunction with borings.
soil Classification
Soil classification tests provide a general guide to the engineering properties of various soil
types. Samples obtained during drilling operations are examined and visually classified by an
engineer or geologist according to consistency, color and texture. These classification
descriptions are included on the boring records. The classification system is primarily qualitative
and for detailed soil classification, two laboratory tests are necessary; grain size tests and
plasticity tests. Using these test results, the soil can be classified according to the AASHTO or
Unified Classification System (ASTM D 2487). Each of these classification systems and the
in -place physical soil properties provides an index for estimating the soil's behavior. The soil
classification and physical properties obtained are presented on the following sheets.
Grain Size Tests
Grain size tests are performed to determine the soil classification and the grain size distribution.
The soil samples are prepared for testing according to ASTM D 421 (dry preparation) or ASTM
D 2217 (wet preparation). The grain size distribution of soils coarser than the #200 U.S.
Standard Sieve (0.074 mm opening) is determined by passing the samples through a standard
set of nested sieves. Materials passing the No. 200 sieve are suspended in water and the grain
size distribution calculated from the measured settlement rate. These tests are conducted in
accordance with ASTM D 422.
Plasticity Tests
Plasticity tests are performed to determine the soil classification and plasticity characteristics.
The soil plasticity characteristics are defined by the Plastic Index (PI) and the Liquid Limit (LL).
The PI is related to the volume changes which occur in confined soils beneath foundations. The
PI and LL are determined in accordance with ASTM D 4318.
Physical Properties
The in -place physical properties are described by the specific gravity, wet unit weight, moisture
content, dry unit weight, void ratio and percent saturation of the soil. The specific gravity and
moisture content are determined by ASTM D 854 and D 2216, respectively. The wet unit weight
is found by obtaining a known volume of soil and dividing the wet sample weight by the known
volume. The dry unit weight, void ratio and percent saturation are calculated values.
California Bearing Ratio
The California Bearing Ratio (CBR) test is a comparative measure of the shearing resistance of a
soil. It is used with empirical curves to design asphalt pavement structures. The test is
performed in accordance with ASTM D 1883 or Virginia Test Method Designation VTM-8. A
representative bulk sample is compacted in a six-inch diameter CBR mold in five (5) equal
layers, using 45 evenly spaced blows per layer with a 5.5 lb. hammer falling 12 inches. CBR
tests may be run on the compacted samples in either soaked or unsoaked conditions, with
samples penetrated at the rate of .05 inches per minute to a depth of 0.5 inches. The CBR
value is the percentage of the load it takes to penetrate the soil to a specified depth compared
to the load it takes to penetrate a standard crushed stone to the same depth.
V
6
U
O

Consolidation Tests
Consolidation tests determine the change in height of a soil sample with increasing load. The
results of these tests are used to estimate the settlement and time rate of settlement of
structures constructed on similar soils. The test is run in accordance with ASTM D 2435 on a
single element of an extruded undisturbed sample. The test sample is trimmed into a disk
approximately 21/2 inches in diameter and one inch thick. The disk is confined in a stainless
steel ring and sandwiched between porous plates and subjected to incrementally increasing
vertical loads, with the resulting deformations measured with micrometer dial gauges. Void
ratios and percent strain deformation are then calculated from these readings. The test results
are presented in the form of a stress -strain or vertical pressure versus void ratio curve.
Triaxial Shear Tests
Triaxial shear tests are used to determine the strength characteristics and elastic properties of a
soil sample. Triaxial shear tests are conducted either on relatively undisturbed samples of virgin
material or on remolded -compacted samples of representative site materials. The samples are
then trimmed into cylinders and encased in rubber membranes. Each is then placed into a
compression chamber and confined by hydrostatic cell pressure. An axial load is applied until
the sample fails in shear. Test results are presented in the form of stress -strain curves and U
stress paths to failure.
O
Various types of triaxial tests may be performed. The most suitable type of triaxial test is V)
determined by the loading conditions imposed on the soil in the field and by drainage I�
characteristics of the site. Types of triaxial tests normally performed include:
• Consolidated-Isotropic-Undrained (CIU test)
• Consolidated-Anisotropic-Undrained (CKoU test)
• Consolidated -Isotropic -Drained (CID test)
• Consolidated-Anisotropic-Drained (CK D test)
• Unconsolidated-Undrained (UU test)

CONETEC INTERPRETATION METHODS
A Detailed Description of the Methods Used in
ConeTec's CPT Interpretation and Plotting Software
Revision SZW-Rev 02
March 12, 2008
Prepared by Jim Greig
CONETEC

Co— ConeTec
Environmental and Geotechnical Site Investigation Contractors
ConeTec Interpretations as of March 12, 2008
ConeTec's interpretation routine provides a tabular output of geotechnical parameters based on current
published CPT correlations and is subject to change to reflect the current state of practice. The
interpreted values are not considered valid for all soil types. The interpretations are presented only as a
guide for geotechnical use and should be carefully scrutinized for consideration in any geotechnical
design. Reference to current literature is strongly recommended. ConeTec does not warranty the
correctness or the applicability of any of the geotechnical parameters interpreted by the program and does
not assume liability for any use of the results in any design or review. Representative hand calculations
should be made for any parameter that is critical for design purposes. The end user of the interpreted
output should also be fully aware of the techniques and the limitations of any method used in this program,
The purpose of this document is to inform the user as to which methods were used and what the
appropriate papers and/or publications are for further reference.
The CPT interpretations are based on values of tip, sleeve friction and pore pressure averaged over a
user specified interval (e.g. 0.20m). Note that q, is the tip resistance corrected for pore pressure effects
and qc is the recorded tip resistance. Since all ConeTec cones have equal end area friction sleeves, pore
pressure corrections to sleeve friction, %, are not required.
The tip correction is: q, = q� + (f-a) • u2
where: q, is the corrected tip resistance
q, is the recorded tip resistance
u2 is the recorded dynamic pore pressure behind the tip (u2 position)
a is the Net Area Ratio for the cone (typically 0.80 for ConeTec cones)
The total stress calculations are based on soil unit weights that have been assigned to the Soil Behavior
Type zones, from a user defined unit weight profile or by using a single value throughout the profile.
Effective vertical overburden stresses are calculated based on a hydrostatic distribution of equilibrium
pore pressures below the water table or from a user defined equilibrium pore pressure profile (this can be
obtained from CPT dissipation tests). For over water projects the effects of the column of water have
been taken into account as has the appropriate unit weight of water. How this is done depends on where
the instruments were zeroed (i.e. on deck or at mud line).
Details regarding the interpretation methods for all of the interpreted parameters are provided in Table 1.
The appropriate references cited in Table 1 are listed in Table 2. Where methods are based on charts or
techniques that are too complex to describe in this summary the user should refer to the cited material.
The estimated Soil Behavior Types (normalized and non -normalized) are based on the charts developed
by Robertson and Campanella shown in Figures 1 and 2. The Bq classification charts are not reproduced
in this document but can be reviewed in Lunne, Robertson and Powell (1997) or Robertson (1990).
Where the results of a calculation/interpretation are declared `invalid'the value will be represented by the
text strings "-9999" or "-9999.0". In some cases the value 0 will be used. Invalid results will occur
because of (and not limited to) one or a combination of:
1. Invalid or undefined CPT data (e.g. drilled out section or data gap).
2. Where the interpretation method is inappropriate, for example, drained parameters in an
undrained material (and vice versa).
3. Where interpretation input values are beyond the range of the referenced charts or specified
limitations of the interpretation method.
4. Where pre -requisite or intermediate interpretation calculations are invalid.

CPT Interpretation Methods
Page 2/7
The parameters selected for output from the program are often specific to a particular project. As such,
not all of the interpreted parameters listed in Table 1 may be included in the output files delivered with this
report.
The output files are provided in Microsoft Excel XLS format. The ConeTec software has several options
for output depending on the number or types of interpreted parameters desired. Each output file will be
named using the original COR file basename followed by a three or four letter indicator of the
interpretation set selected (e.g. BSC, TBL, NLI or IFI) and possibly followed by an operator selected suffix
identifying the characteristics of the particular interpretation run.
Table 1
CPT Interpretation Methods
Interpreted
Parameter
Description
Equation
Ref
Mid Layer Depth
Depth
(where interpretations are done at each point then Mid
Depth (Layer Top) + Depth (Layer Bottom) / 2.0
Layer Depth = Recorded Depth)
Elevation
Elevation of Mid Layer based on sounding collar elevation
Elevation = Collar Elevation - Depth
supplied by client
A•ggr- I jq,
Av c
9q
Averaged recorded tip value
9 P (q�)
n=1 when interpretations are done at each point
Avgqt
Averaged corrected tip (q,) where:
Avggt= � y,
n=1 when interpretations are done at each point
Avg(s= js
Avgfs
Averaged sleeve friction If.)
n=1 when interpretations are done at each point
Averaged friction ratio (RI) where friction ratio is defined
Avgfs
AV Rf
g
as:
4vgRf=100% • Av 891
Rf = 100/ • 1
4r
nt
n=1 when ierpretations are done at each point
A'g"
Avgu
Averaged dynamic pore pressure (u)
„Eu`
n=1 when interpretations are done at each point
Averaged Resistivity (this data is not always available
I
A°g" =111.1 RES/ST/V/TY,
AvgRes
since it is a specialized test requiring an additional
module)
n=1 when interpretations are done at each point
Averaged UVIF ultra -violet induced fluorescence (this
Avg.. _ I Y-UV/F.,
AvgUVIF
data is not always available since it is a specialized test
requiring an additional module)
n=1 when interpretations are done at each point
AvgTemp
Averaged Temperature (this data is not always available
Avgu = F, TEMPERATURE,
since it is a specialized test)
n=1 when interpretations are done at each point
Averaged Gamma Counts (this data is not always
I
Avg,,_-GAMMA,
AvgGamma
available since it is a specialized test requiring an
,, ,.,
additional module)
n=1 when interpretations are done at each point
SBT
Soil Behavior Type as defined by Robertson and
See Figure 1
2, 5
Cam anella
ConeTec Interpretation Methods SZW-Rev 02
Revised 2008-03-12 CONETEC

CPT Interpretation Methods
Page 3/7
Interpreted
Parameter
Description
Equation
Ref
Unit Weight of soil determined from one of the following
user selectable options:
U.WL
1) uniform value
See references
5
2) value assigned to each SBT zone
3) user supplied unit weight profile
T. Stress
Total vertical overburden stress at Mid Layer Depth.
TS11—
A layer is defined as the averaging interval specified by
where p is layer unit weight
(Tv
the user. For data interpreted at each point the Mid Layer
h, is layer thickness
Depth is the same as the recorded depth.
E. Stress
Qv
Effective vertical overburden stress at Mid Layer Depth
Estress = Tstress - u,q
For hydrostatic option:
Equilibrium pore pressure determined from one of the
following user selectable options:
„n =Y,.. (D - D,,, )
Ueq
where u,q is equilibrium pore pressure
1) hydrostatic from water table depth
is unit weight of water
2) user supplied profile
D
D is the current depth
D,.„ is the depth to the water table
Cn
SPT N60 overburden correction factor
where a,: is in tsf
0.5 < C„ < 2.0
SPT N value at 60% energy calculated from qt/N ratios
N60
assigned to each SBT zone. This method has abrupt N
See Figure 1
4,5
value changes at zone boundaries.
(N,)6o
SPT N6o value corrected for overburden pressure
I (N,)w = Cn , N6o
4
146ol,
SPT N60 values based on the Ic parameter
(qt/pa)/ N60 = 8.5 (1 - Ic14.6)
5
(N )6olc
SPT N60 value corrected for overburden pressure (using
1) (Nr)wlc= Cn -(N6o tc)
4
N6o I.I, User has 2 options.
2) q,d (N,)wlc = 8.5 (1 - Ic/4.6)
5
1) (N,)eo«Ic = a + p((Nr)w1c)
10
2) (N,)60.Ic = KspT((N,)601c)
10
3) q=v,,,)/ (N+)6oUlc = 8.5 (1 - Ic/4.6)
5
(N,)60c,Ic
Clean sand equivalent SPT (N,)601c. User has 3 options.
FC:5 5%: a = 0, 0=1.0
FC 2 35% a = 5.0, 0=1.2
5% < FC < 35% a = exp[1.76 - 5790/FC2)]
0 = [0.99 + (FC '6/1000)]
Su
Undrained shear strength - Nk, is user selectable
Su = 9t—�'
1,5
k
Coefficient of permeability (assigned to each SBT zone)
5
Hq=du
—
qr - O-,
Bq
Pore pressure parameter
where: eu =u-u
1,5
and u = dynamic pore pressure
ueq = equilibrium pore pressure
Normalized q, for Soil Behavior Type classification as
Qt = vt -Q.
D,
defined by Robertson, 1990
ConeTec Interpretation Methods SZW-Rev 02
Revised 2008-03-12 CONETEC

CPT Interpretation Methods
Page 417
Interpreted
Parameter
Description
Equation
Ref
Normalized Friction Ratio for Soil Behavior Type
Fr = l00%, Js
2,5
F,
classification as defined by Robertson, 1990
ar - 6.
SBTn
Normalized Soil Behavior Type as defined by Robertson
See Figure 2
2,5
and Campanella
SBT-BQ
Non -normalized soil behavior type based on the Bq
See Figure 5.7 (reference 5)
2.5
parameter
SBT-BQn
Normalized Soil Behavior base on the Bq parameter
See Figure 5.8 (reference 5) or Figure 3
2,5
(reference 2)
Ic = ((3.47- IogmO)` * (logro Fr + 1.22)2f
Where:
Q-(q,-0-,.Ya„l.
11.1 1
Ic
Soil index for estimating grain characteristics
And Fr is in percent
3,8
Pa = atmospheric pressure
Paz = atmospheric pressure
n varies from 0.5 to 1.0 and is
selected in an iterative manner based on the
resulting 1,
FC=1.75(Ica25) - 3.7
FC
Apparent fines content (%)
FC=100 for Ic > 3.5FC=O
3
for Ic < 1.26
FC = 5% if 1.64 < Ic < 2.6 AND F,<0.5
Ic<1.31 Zone =7
This parameter is the Soil Behavior Type zone based on
1.31 < Ic < 2.05 Zone = 6
Ic Zone
the Ic parameter (valid for zones 2 through 7 on SBTn
2.05 < Ic < 2.60 Zone = 5
2.60 < Ic < 2.95 Zone = 4
3
chart)
2.95<Ic<3.60 Zone =3
Ic > 3.60 Zone = 2
Friction Angle determined from one of the following user
selectable options:
PHI
a) Campanella and Robertson
See reference
5
b) Durgunoglu and Mitchel
5
c) Janbu
11
d) Kulhawy and Mayne
Relative Density determined from one of the following user
selectable options:
Dr
a) Ticino Sand
See reference
5
b) Hokksund Sand
c) Schmertmann 1976
d) Jamiolkowski - All Sands
a) Based on Schmertmann's method involving a
Plot of S„/a,; /( Su/o,.')Hc and OCR
OCR
Over Consolidation Ratio
9
where the Su/p' ratio for NC clay is user
selectable
State
The state parameter is used to describe whether a soil is
Parameter
contractive (SP is positive) or dilative (SP is negative) at
See reference
8, 6, 5
large strains based on the work by Been and Jefferies
Es/qt
Intermediate parameter for calculating Young's Modulus,
Based on Figure 5.59 in the reference
5
E, in sands. It is the Y axis of the reference chart.
ConeTec Interpretation Methods SZW-Rev 02 CD®
Revised 2008-03-12 -

CPT Interpretation Methods
Page 5/7
Interpreted
Parameter
Description
Equation
Ref
Young's Modulus based on the work done in Italy. There
are three types of sands considered in this technique. The
Mean normal stress is evaluated from:
user selects the appropriate type for the site from:
I
a)OC Sands
a- 3� °�0"+�
Young's
b) Aged NC Sands
5
Modulus E
c) Recent NC Sands
where a,; = vertical effective stress
ah' = horizontal effective stress
Each sand type has a family of curves that depend on
mean normal stress. The program calculates mean
and ah = K. • a,. with Ko assumed to be 0.5
normal stress and linearly interpolates between the two
extremes provided in the Es/qt chart.
q,
qt normalized for overburden stress used for seismic
q, = q, • (Pa/a,;)os
analysis
where: Pa = atm. Pressure
3
qt is in Mpa
qnn
q.rn = (q, / Pa)(Pa/v: )
cc, in dimensionless form used for seismic analysis
where: Pa = atm. Pressure and n ranges from
3
0.5 to 0.75 based on Ic.
KSPT
Equivalent clean sand factor for (N,)60
KSPT = 1 + ((0.75,30) ' (FC— 5))
10
Kw, = 1.0 for In s 1.64
KcaT
Equivalent clean sand correction for qme
Kcpr = f(ld for 1. > 1.64 (see reference)
10
q,m.
Clean sand equivalent q�rn
qcrn . Kr t
3
gmncs < 50:
CRR7.5 = 0.833 [(gand1000] + 0.05
CRR
Cyclic Resistance Ratio (for Magnitude 7.5)
50 < q�r nv < 160:
10
CRRzs = 93 [(q.indl000]3 + 0.08
CSR = (T.Jcr,.') = 0.65 (an,,, l g) ((Y„l vJ) rd
rd = 1.0 — 0.00765 z z 5 9.15m
10
CSR
Cyclic Stress Ratio
rd = 1.174 — 0.0267 z 9.15 < z < 23m
rd = 0.744 — 0.008 z 23 < z < 30M
rd = 0.50 z > 30m
MSF
Magnitude Scaling Factor
See Reference
10
FofS
Factor of Safety against Liquefaction
FS = (CRRrs / CSR) MSF
10
Liquefaction
Statement indicating possible liquefaction
Takes into account FofS and limitations based I,
10
Status
and q,,,..
ConeTec Interpretation Methods SZW-Rev 02 CONE7EC
Revised 2008-03-12 �

CPT Interpretation Methods Page 6/7
1000
10
12
11
v
9
Zone
qt/N
Soil Behavior Type
'
8
1
■ 2
sens4ive firre grained
1C
100
2
■ 1
organic material
.0
3
Is 1
clay
4
■ 1.5
silty clay to Gay
c
5
■ 2
clayey silt to silty day
.0
6
0 2.5
sandy silt to clayey sit
ry
7
■ 3
silty sand to sandy sift
m
8
4
sand to silty sand
N
C10
9
10
5
6
sand
gravelly sand to sand
U
11
1
very stiff fine grained
12
2
sand to clayey sand'
' overconsolidated
or cemented
1
0 1
2 3 4 5 6 7 8
Friction Ratio (%), Rf
Figural Non -Normalized Behavior Type Classification Chart
1000
b4
9 Zone
Normalized Soil Behavior Type
b
1
IN sensitive fine grained
100
2
■ organic material
3
■ day to silly clay
4
■ clayey sift to silty clay
0
5
a silty sand to sandy sift
6
clean sands to silty sands
7
gravelly sand to sand
8
very stiff sand to clayey sand
9
very stiff fine grained
$ 10
n
I
z
1
0.1 1
10
Normalized Friction Ratio
qt iGyp x 100 %
Figure 2
Normalized Behavior Type Classification Chart
ConeTec Interpretation Methods SZW-Rev 02
Revised 2008-03-12 CONETEC

CPT Interpretation Methods
Page 717
Table 2 References
1 Robertson, P.K., Campanella, R.G., Gillespie, D. and Grelg, J., 1986, "Use of Piezometer Cone
Data", Proceedings of InSitu 86, ASCE Specialty Conference, Blacksburg, Virginia.
2 Robertson, P.K.. 1990, "Soil Classification Using the Cone Penetration Test". Canadian Geotechnical
Journal, Volume 27.
3 Robertson, P.K. and Fear, C.E., 1998. "Evaluating cyclic liquefaction potential using the cone
penetration test", Canadian Geotechnical Journal, 35: 442459.
4 Robertson, P.K. and Wdde, C.E., 1998, "Cyclic Liquefaction and its Evaluation Based on SPT and
CPT", NCEER Workshop Paper, January 22, 1997
5 Lunne, T., Robertson, P.K. and Powell, J. J. M., 1997. " Cone Penetration Testing in Geotechnical
Practice," Blackie Academic and Professional.
Plewes, H.D., Davies, M.P. and Jefferies, M.G., 1992, "CPT Based Screening Procedure for
6 Evaluating Liquefaction Susceptibility", 45th Canadian Geotechnical Conference, Toronto,
Ontario, October 1992.
7 Jeffedes, M.G. and Davies, M.P., 1993. "Use of CPTu to Estimate equivalent No", Geotechnical
Testing Journal, 161 458467.
8 Been, K. and JeHedes. M.P., 1985, "A state parameter for sands", Geotechnique, 35(2), 99-112.
9 Schmertmann, 1977, "Guidelines for Cone Penetration Test Performance and Design", Federal
Highway Administration Report FHWA-TS-78-209, U.S. Department of Transportation
10 Proceedings of theNCEER Workshop on Evaluation of Liquefaction Resistance of Soils, Salt
LakeCity, 1996. Chaired by Leslie Youd. 11
Kulhawy, F.H. and Mayne, P.W. ,1990, Manual on Estimating Soil Properties for Foundation Design,
11 Report No. EL-6800, Electric Power Research Institute, Palo Alto, CA, August 1990, 306 p.
ConeTec Interpretation Methods SZW-Rev 02 CONFTEC
Revised 2008-03-12

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7
SCALE:
Graphic As Shown
LEGEND:
Approximate CPT
Sounding Location
© Approximate Soil
Boring Location
[a Approximate Location of
Additional Soil Boring
This Report
NOTES:
rq Field testing locations were not
jl surveyed and may be several feet
from the locations indicated. Testing
locations shall be considered
approximate.
Y
a Site plan underlay courtesy of HBA-
HBAJV.
A��ourte�.lrrt
GeoEnvironmental Resources, Inc.
U12 SmY1em Ba M,S 101
VYp�B .VA 2US2
TESTING LOCATION PLAN
s' P-726 Regio
Station, Mari
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� � rwcc.r.ea
110-6148
Corps Air Station
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